SW3221005_Stormwater Report_20240717

DocuSign Envelope ID: EDCO7FEF-1B97-4D88-BOFD-B65C886A4EE8
50139744
STORMWATER & EROSION
CONTROL CALCULATIONS
BOULDER RUN OFFSITE ROAD IMPROVEMENTS,
SUBDIVISION CONVENTIONAL AND OPEN SPACE
MAY 10, 2024
Dewberry®
SUBMITTED BY PREPARED FOR �•'
Dewberry Engineers Inc. Boulder Run, LLC
5F1EA6 O5Doo 6 E.
9300 Harris Corner Parkway, Ste. 220 104 Onlsow Ct. -m= 9
Charlotte, NC 28269 Mooresville, NC 28117 0, �'• •r,
704-509-9918 704-309-9880 5/10/2024 ,1''M�LaF�'`��
NCBOLA#C-478
NCBELS— F-0929

Boulder Run Subdivision
Boulder Run Subdivision
Stormwater Calculations
Table of Contents
1. Narrative 2
2. Site Information 3
2.1 Site Location Map 4
2.2 Hydrologic Soil Map 5
2.3 USGS Topo Map 6
2.4 FEMA Firmette Map 7
2.5 Deeds 8
3. Appendices 9
3.1 Appendix 1 —Storm Drainage Pipe Calculations 10
3.2 Appendix 2— Environmental Permitting Documentation 11
3.3 Appendix 3—Skimmer Sediment Basin and Sediment Trap
Calculations 12
3.4 Appendix 4— Ditch Calculations 13
3.5 Appendix 5— Erosion Control Matting Calculations 14
''.'.' Dewberry EROSION & SEDIMENTATION CONTROL CALCULATIONS 1

Boulder Run Subdivision
1. Narrative
This Stormwater Calculation package has been prepared for a proposed single-family subdivision called
Boulder Run in Cabarrus County, including all drainage features associated with the offsite roadway
improvements plan. The site area consists of a recombination of five tracts totaling 130.665 acres. The
subdivision will have two entrances—one off of Mooresville Road (Highway 3)and another off of
Vinewood Road. The roadway improvements associated with this plan involve a roadway widening and
median installation on Mooresville Road by the King James Road entrance, as well as a left turn lane
installation at the intersection of Mooresville Road and Sugar Hill Road. The existing site is mostly
wooded with a rolling topography with slope ranges upwards of 25%.
The proposed subdivision is for 50 single-family lots. The subdivision will be broken up into two pods—a
conventional subdivision with 3-ac lots and an open space subdivision with 1-acre lots. The open space
pod will have 4'-wide compacted earth trails as an amenity. One of the trail segments will be accessible
with access to a proposed picnic shelter.
The site has a number of streams. Two streams run along the southern and western borders of the site
and three intermittent streams traverse the site. Two roadway culverts are proposed where the proposed
King James Boulevard crosses the streams. A preliminary jurisdictional determination has been
completed for the site (attached) and the project is currently in the process of obtaining 401/404 permits
for the stream impacts.
The subdivision will have less than 24% built-upon-area (BUA) and therefore is classified as a low-density
development. Permanent stormwater runoff from the houses and roads will be collected and conveyed
using vegetated conveyances (grass-lined ditches) and dispersed through the use of rip rap aprons that
allows the runoff to filter through the natural vegetation uniformly before discharging to the streams.
10 Dewberry® EROSION & SEDIMENTATION CONTROL CALCULATIONS 2

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run Subdivision
2. Site Information
if Dewberry- EROSION & SEDIMENTATION CONTROL CALCULATIONS 3

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run Subdivision
2.1 Site Location Map
if Dewberry- EROSION & SEDIMENTATION CONTROL CALCULATIONS 4

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Site Location Map
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DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run Subdivision
2.2 Hydrologic Soil Map
if Dewberry- EROSION & SEDIMENTATION CONTROL CALCULATIONS 5

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
Hydrologic Soil Group—Cabarrus County,North Carolina,and Mecklenburg County,North Carolina
(Boulder Run) zo
4 En
519000 519300 519600 519900 520200 520500 520800 521100 521400 521790 522000 522300
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3 3
Map Scale:1:16,300 if printed on A landscape(11"x 8.5")sheet v
Meters o
m N 0 200 400 800 1200
Feet
0 500 1000 m2000 3000
Map projection:Web Mercator Coer coordinates:WG584 Edge tics:UTM Zone 17N WGS84
usDA Natural Resources Web Soil Survey 8/1/2022
lift Conservation Service National Cooperative Soil Survey Page 1 of 4

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Hydrologic Soil Group—Cabarrus County,North Carolina,and Mecklenburg County,North Carolina
(Boulder Run)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
O C/D
Soils Please rely on the bar scale on each map sheet for map
Soil Rating Polygons
■ D measurements.
A p Not rated or not available Source of Map: Natural Resources Conservation Service
n A/D Water Features Web Soil Survey URL:
Streams and Canals Coordinate System: Web Mercator(EPSG:3857)
B Maps from the Web Soil Survey are based on the Web Mercator
Transportation
0 B/D projection,which preserves direction and shape but distorts
Rails distance and area.A projection that preserves area,such as the
n •.i Interstate Highways Albers equal-area conic projection,should be used if more
n
accurate calculations of distance or area are required.C/D US Routes
This product is generated from the USDA-NRCS certified data as
0 D Major Roads of the version date(s)listed below.
n Not rated or not available Local Roads
Soil Survey Area: Cabarrus County, North Carolina
Soil Rating Lines Background Survey Area Data: Version 21,Jan 21,2022
A 1111 Aerial Photography Soil Survey Area: Mecklenburg County, North Carolina
• A/D Survey Area Data: Version 21,Jan 21,2022
•v B Your area of interest(AOI)includes more than one soil survey
area.These survey areas may have been mapped at different
B/D scales,with a different land use in mind,at different times,or at
• • c different levels of detail.This may result in map unit symbols,soil
properties,and interpretations that do not completely agree
• • C/D across soil survey area boundaries.
• • D Soil map units are labeled(as space allows)for map scales
• • Not rated or not available 1:50,000 or larger.
Soil Rating Points Date(s)aerial images were photographed: Jul 18,2011—Oct 30,
2018
O A
O A/D The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
• B imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 8/1/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
Hydrologic Soil Group—Cabarrus County,North Carolina,and Mecklenburg County,North Boulder Run
Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CcB2 Cecil sandy clay loam,2 B 480.1 35.1%
to 8 percent slopes,
moderately eroded
CcD2 Cecil sandy clay loam,8 B 315.6 23.1%
to 15 percent slopes,
moderately eroded
ChA Chewacla sandy loam,0 B/D 58.4 4.3%
to 2 percent slopes,
frequently flooded
PaF Pacolet sandy loam, 15 B 396.5 29.0%
to 35 percent slopes
PoD Poindexter loam,8 to 15 C 5.8 0.4%
percent slopes
W Water 2.4 0.2%
Subtotals for Soil Survey Area 1,258.9 92.0%
Totals for Area of Interest 1,368.5 100.0%
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CeB2 Cecil sandy clay loam,2 B 15.6 1.1%
to 8 percent slopes,
moderately eroded
CeD2 Cecil sandy clay loam,8 B 35.7 2.6%
to 15 percent slopes,
moderately eroded
MO Monacan loam,0 to 2 B/D 36.7 2.7%
percent slopes,
frequently flooded
PaE Pacolet sandy loam, 15 B 16.3 1.2%
to 25 percent slopes
PaF Pacolet sandy loam,25 B 5.2 0.4%
to 45 percent slopes
Subtotals for Soil Survey Area 109.5 8.0%
Totals for Area of Interest 1,368.5 100.0%
USDA Natural Resources Web Soil Survey 8/1/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Hydrologic Soil Group—Cabarrus County, North Carolina,and Mecklenburg County, North Boulder Run
Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 8/1/2022
Conservation Service National Cooperative Soil Survey Page 4 of 4

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run Subdivision
2.3 USGS Topo Map
if Dewberry- EROSION & SEDIMENTATION CONTROL CALCULATIONS 6

DowSign Envelope ID:4462E77E-DB7A.42FE-8384-1BCE3991752E
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NORTH ROAD CLASSIFICATION
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Expressway Local Connector
Produced by the United States Geological Survey SCALE 1:24 000 Secondary Hwy Local Road
83(NAD83)
World Geodetic System o11984(WGse Projection and 1 0.5 0 KILOMETERS 1 3 Ramp 4WD
1000 er gnd:Unlversal Transverse Mercator,Zone 175
Data Is prowded by The National Map(TNM),is the best available at the time of map 1000 500 0 METERS 1000 3000 •Interstate Route US Route State Route
generation,and includes data content from supporting themes of Elevation, ut rtILS 1 0.5 QUADRANGLE LOCATION
Hydrography,Geographic Names,Boundaries,Transportation,Structures,land Cover, z Mlu MILES
and Orthoimagery.Refer to associated Federal Geographic Data Committee(FGDC) 1000 0 1000 2000 1000 /BOO 5000 6000 7000 8000 4000 10000
Metadata for additional source data information. �——
FEET Mmresrtlle Enrchnlle
This map is not a legal document.Boundaries may be generalized far this map scale. OTM GRID AND 2021 MAGNETIC NORTH
Private lands within govemmenl reservations may not be shown.Obtain permission DECLINATION AT CENTER OF SHEET
before entering private lands.Temporal changes may have occurred since these data CONTOUR INTERVAL 5 FEET
were collected and same data may no longer represent actual surface conditions. NORTH AMERICAN VERTICAL DATUM OF 1988
CONTOUR SMOOTHNESS=Mdi eum
Learn About The National Map:hops://nationalmap.gov leo,onn_ in CONTOUR TOPO 1, NC
NV ramew. I@nnapah5 2022
Grid Zone Dealgualloo
175 ADJOINING DMDRARGLES

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run Subdivision
2.4 FEMA Firmette Map
if Dewberry- EROSION & SEDIMENTATION CONTROL CALCULATIONS 7

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
National blood hazard Layer FI RMette .$ FEMA _Legend
80°46'58"W 35°29'32"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
Without Base Flood Elevation(BFE)
i , ' t
a , ',L/ r.. I. . . �_ li Zone A,V A99
• t _ ) ;' • • ' • • ' , I • SPECIAL FLOOD With BFE or Depth zone AE,AO,AH,ve,AR
4* f'' • siN / • , ,y� • HAZARD AREAS Regulatory Floodway
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• �. Y''• 0.2%Annual Chance Flood Hazard,Areas
.r t ' • ; -''r r,'i >~'PI. !' of 1%annual chance flood with average
_ • -jor t ',. _ 5 depth less than one foot or with drainage
y``f� ••
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areas of less than one square mile zonex
•1• • ' r /• . I•' Future Conditions 1%Annual
G;• .C• ;! ' ± I• � T `� ;M Chance Flood Hazard zonex
• I 4 _ ; ` ,y 1/ • ♦ �" Area with Reduced Flood Risk due to
• 4 1' • s � �,ii• OTHER AREAS OF Levee.See Notes.zone x
. , p), ' f , ' tie 1, -1, `` j • ;t . ' FLOOD HAZARD �� Area with Flood Risk due to LeveezoneD
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• ''' =* ` -Am OTHER AREAS Area of Undetermined Flood Hazard Zone
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- . ' 0 20.2 Cross Sections with 1%Annual Chance
•
//fr ANAREA OF MINIMAL FLOOD HAZARD t�5 Water Surface Elevation
CABARRUS COUNTY -+" �~ A" ' a Coastal Transect
370036 • •^^-- Base Flood Elevation Line(BFE)
' Limit of Study
�� tilik r Jurisdiction Boundary
--- Coastal Transect Baseline
3710466300E • - 3710467300E • OTHER - — Profile Baseline
• r FEATURES Hydrographic Feature
eff. 11/16/2018 -_ eff. 11/16/20.- rr, • , -
• •
64 IN .. 1 Digital Data Available N
�0 � • . No Digital Data Available
r, M MAP;NELS
Unmapped
The in displayed on the map is an approximate
r0� -40 1 - point selected by the user and does not represent
• ! /. ,.. •>� , r!> an authoritative property location.
\SO ffif -
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
I. The basemap shown complies with FEMA's basemap
accuracy standards
- -1The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA.This map
�'1 FEET was exported on 8/1/2022 at 1:11 PM and does not
I ('')DVWAY reflect changes or amendments subsequent to this date and
i�F�)a— time.The NFHL and effective information may change or
•r1r�4 1A &\kh, become superseded by new data over time.
ROACHMENT AREA
,r • This map image is void if the one or more of the following map
Zone 4E elements do not appear:basemap imagery,flood zone labels,
legend,scale bar,map creation date,community identifiers,
80°46'20"W 35°29'3"N FIRM panel number,and FIRM effective date.Map images for
Feet 1.6 00o unmapped and unmodernized areas cannot be used for
0 250 500 1,000 1,500 2,000 regulatory purposes.
Basemap:USGS National Map:Orthoimagery:Data refreshed October,2020

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run Subdivision
2.5 Deeds
if Dewberry- EROSION & SEDIMENTATION CONTROL CALCULATIONS 8

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
15993 0247 FILED ELECTRONICALLY
CABARRUS COUNTY NC
M. WAYNE NIXON
FILED Apr 27, 2022
AT 02:52:00 PM
BOOK 15993
START PAGE 0247
END PAGE 0250
INSTRUMENT # 14135
EXCISE TAX $600.00
NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax: $600.00
Parcel ID: 4673195788000 and 46741061030000
Mail/Box to: Grantee
Prepared by: Tissue Law Offices,PLLC,10612-1)Providence Rd;PMB 489,Charlotte,NC 28277
Brief
description for 6000 and 6010 Vinewood Road
the Index:
THIS SPECIAL WARRANTY DEED("Deed")is made on the 1 day of 2022 by and between:
GRANTOR GRANTEE
STANLEY H.REINDERS and ANNAMARIE D.REINDERS, BOULDER RUN,LLC,a North Carolina limited liability company
Trustees for the Stanley II.Reinders and Annamarie D.Reinders PO Box 3818
Revocable Living Trust Mooresville,NC 28117
6000 Vinewood Road
Davidson,NC 28036
Enter in the appropriate block for each Grantor and Grantee their name,mailing address,and.if appropriate,state of organization and
character of entity,e.g. North Carolina or other corporation,LLC,or partnership.Grantor and Grantee includes the above parties and their
respective heirs,successors,and assigns,whether singular,plural,masculine,feminine or neuter,as required by context.
FOR VALUABLE CONSIDERATION paid by Grantee,the receipt and legal sufficiency of which is aclmowledged,Grantor by this Deed does
hereby grant, bargain, sell and convey to Grantee, in fee simple, all that certain lot, parcel of land or condominium unit in the City of
Number Three Township,Cabarrus County,North Carolina and more particularly described as follows(the"Property"):
SEE ATTACHED EXHIBIT"A"
Page 1
NC Bar Association Form No. 3©Revised 11/2020
Printed by Agreement with the NC Bar Association North Carolina Bar Association—NC Bar Form No.3
North Carolina Association of Realtors,Inc.—Standard Form 3
Submitted electronically by "Tissue Law Offices, PLLC"
in compliance with North Carolina statutes governing recordable documents
and the terms of the Memorandum of understanding with
the Office of the Register of Deeds of Cabarrus County. NCGS 47-14(al)(5).

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
15993 0248
All or a portion of the Property was acquired by Grantor by instrument recorded in Book 8512,P,>_e 89(see back deed at Book 2884,
Pages 0089 and 0091)
Ail or a portion of the Property©includes or®does not include the primary residence of a Grantor.
A map showing the Property is recorded in Plat Book page
TO HAVE AND TO HOLD the Property and all privileges and appurtenances thereto belonging to Grantee in fee simple.
Grantor covenants with Grantee that Grantor is seized of the Property in fee simple,Grantor has the right to convey the
Property in fee simple, title to the Property is marketable and free and clear of all encumbrances, and Grantor shall
warrant and defend the title against the lawful claims of all persons whomsoever,other than the following exceptions:
SEE ATTACHED EXHIBIT"B"
IN WITNESS WHEREOF,Grantor has duly executed this North Carolina General Warranty Deed,if an entity by its duly authorized representative.
Qna +;4., tifiem:zoper4p
Annamarie Reinders,Trustee
STATE OF i‘r\A,, GNAW!
COUNTY OF VuS
1 i\A 1‘00w` )fr" , a Notary of the above state and county,certify that the following person(s)
personally appeared before me on the� 1 day of 2022 each acknowledging to me that he or she signed the foregoing
document,in the capacity represented and identified therein if any):Annamarie D.Reinders as Trustee of the Stanley H.Reinders and Annamarie
D.Reinders Revocable Living Trust.
AA— .g AIL \
Affix Notary Seal/Stamp Notary Public(Official Signature)\Y3
itIH My commission expires: \ �3
4.aQp. Mc.
4. NOTAgy -�
1
11/4
9PUBUO
� qt..-
n
Page 2
NC Bar Association Form No. 3®Revised 11/2020
Printed by Agreement with the NC Bar Association. North Carolina Bar Association—NC Bar Form No.3
North Carolina Association of Realtors,Inc.—Standard Form 3

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
15993 0249
EXHIBIT A
GENERAL WARRANTY DEED
From
STANLEY H.REINDERS AND ANNAMARIE D.REINDERS,as TRUSTEES
OF THE STANLEY H.REINERS AND ANNNAMARIE D.REINDERS RECOVABLE LIVING TRUST
to
BOULDER RUN,LLC
All references to recorded documents are references to such recorded in
the Registry of Cabarrus County,North Carolina,unless otherwise noted
Lying and being in No.3 Township,Cabarrus County,North Carolina,on the east side of Vinewood Road,adjoining the property
of Arthur C. Reinders(Deed Book 663,Page 1),Frank F.Litaker,and others,and being more particularly described as follows:
BEGINNING at an exiting iron pin in the centerline of Old Vinewood Road(unimproved),a corner of Frank Torrence(now or
formerly)in the line of Frank F.Litaker,and runs thence N.34-50-00 E.525.43 feet to a point in Vinewood Road(State Road No.
#1161);thence two(2)courses and distances with Vinewood Road,as follows(I)N. 17-30-00 E.70.00 feet to a point;and thence
(2)N. 17-09-00 E.401.40 feet to an axle east of Vinewood Road,an old corner in the line of Reinders;thence with the line of
Reinders,two(2)courses and distances,as follows:(1)S. 16-16-47 E.427.25 feet to an axle;and thence(2)S. 15-00-50 E.472.63
feet to an old stone,a corner of Litaker;thence with the line of Litaker,S.88-44-30 W.682.00 feet to the point of BEGINNING,
containing 6.04 acres,as surveyed by Stephen B.Mullins,R.L.S.,of Stephen B.Mullins and Associates,PA.,March 14, 1991,
LESS AND EXCEPT that property conveyed by Grantor to Stanley H Reinders and Annamarie D Reinders individually by"Quitclaim
Deed"recorded in Book 8597,page 0032,being ail of the following:
ALL THAT CERTAIN LOT OR PARCEL OF LAND SITUATED IN THE NO.3 TOWNSHIP,CABARRUS COUNTY,NORTH
CAROLINA,ON THE EASTSIDE OF VINEWOOD ROAD,ADJOINING THE PROPERTY OF ARTHUR C.REINDERS(DEED
BOOK 663,PAGE 1),K.L.BYRD(DEED BOOK 350,PAGE 416,AND DEED BOOK 267,PAGE 313).AND BEING A
PORTION OF THAT PROPERTY OF STANLEY HERMAN REINDERS(BOOK 2884,PAGE 91),AND BEING MORE
PARTICULARLY DESCRIBED AS FOLLOWS:
BEGINNING AT A COMPUTED POINT IN THE CENTERLINE OF OLD VINEWOOD ROAD(UNIMPROVED)(SAID
COMPUTED POINT BEING LOCATED THENCE N.34-50-00 E.505.57 FEET FROM AN EXISTING IRON PIN IN THE
CENTERLINE OF OLD VINEWOOD ROAD(UNIMPROVED),A CORNER OF BYRD IN THE UNE OF FRANK F.LITAKER
(BOOK 1729,PAGE 177)AND RUNS THENCE WITH VINEWOOD ROAD,THREE(3)COURSES AND DISTANCES,AS
FOLLOWS:(1)N.3450-00 E.19.86 FEET TO A COMPUTED POINT IN VINEWOOD ROAD;THENCE(2)N. 17-30-00 E.
70.00 FEET TO A COMPUTED POINT IN VINEWOOD ROAD;AND THENCE(3)N.17-09-59 E.32.47 FEET TO A
COMPUTED POINT IN VI NEWOOD ROAD;THENCE A NEW LINE THROUGH THE PROPERTY OF STANLEY HERMAN
REINDERS,S.75-58-14 E.(PASSING A NAIL SET ON LINE AT 20.00 FEET)236.49 FEET TO AN EXISTING AXLE IN THE
UNE OF ARTHUR C.REINDERS;THENCE THE NEW LINE OF ARTHUR C.REINDERS,S. 14-52-13 E.241.55 FEET TOA
SET NAIL;THENCE A NEW LINE THROUGH THE PROPERTY OF STANLEY HERMAN REINDERS,N.62-04-29 W.
(PASSING A SET NAIL ON UNE AT 352.32 FEET)377.32 FEET TO THE POINT OF BEGINNING,CONTAINING 1.089
ACRES,MORE OR LESS,AS SHOWN ON THAT SURVEY BY BILLY B.LONG.JR.,PLS,DATED JANUARY 2,2002,
WHICH IS ATTACHED HERETO AND INCORPORATED HEREIN BY REFERENCE.
PARCEL ID:46731969260000
Page 3
NC Bar Association Form No. 3 Revised 11/2020
Printed by Agreement with the NC Bar Association North Carolina Bar Association—NC Bar Form No.3
North Carolina Association of Realtors,Ina—Standard Form 3

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
15993 0250
EXHIBIT B
SPECIAL WARRANTY DEED
From
STANLEY H.REINDERS AND ANNAMARIE D.REINDERS TRUSTEES
OF THE STANLEY H.REINERS AND ANNNAMARIE D.REINDERS RECOVABLE LIVING TRUST
to
BOULDER RUN,LLC
All references to recorded documents are references to such recorded in
the Registry of Cabarrus County,North Carolina,unless otherwise noted
1. Taxes or assessments for the year 2022,and subsequent years,not yet due or payable
2. Zoning and other ordinances and laws affecting the Property
3. Matters that would be disclosed by a current and accurate survey
4_ The right-of-way of Vinewood Road(SR 1611)
5. Right-of-way in favor of Energy United as shown in Plat Book 76,Page 59,and other utility easements
6. Unviolated covenants,conditions and restrictions(excluding monetary liens).
Page 4
NC Bar Association Form No. 3©Revised 11/2020
Printed by Agreement with the NC Bar Association North Carolina Bar Association—NC Bar Form No.3
North Carolina Association of Realtors,Inc.—Standard Form 3

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
15993 0251 FILED ELECTRONICALLY
CABARRUS COUNTY NC
M. WAYNE NIXON
FILED Apr 27, 2022
AT 02:52:00 PM
BOOK 15993
START PAGE 0251
END PAGE 0255
INSTRUMENT # 14136
EXCISE TAX $600.00
NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax: $600.00
Parcel ID: 46731969260000
Mail/Box to: Grantee
Prepared by: Tissue Law Offices,PLLC,10612-D Providence Rd;PMB 489,Charlotte,NC 28277
Brief
description for 6004 Vinewood Road
the Index:
THIS SPECIAL WARRANTY DEED("Deed")is made on the f1f1 day of (. ,2022 by and between:
GRANTOR GRANTEE
STANLEY H.REINDERS and ANNAMARIE D.REINDERS BOULDER RUN,LLC,a North Carolina limited liability company
6000 Vinewood Road PO Box 3818
Davidson,NC 28036 Mooresville,NC 28117
Enter in the appropriate block for each Grantor and Grantee their name,mailing address,and,if appropriate,state of organization and
character of entity,e.g.North Carolina or other corporation,LLC,or partnership.Grantor and Grantee includes the above parties and their
respective heirs,successors,and assigns,whether singular,plural,masculine,feminine or neuter,as required by context.
FOR VALUABLE CONSIDERATION paid by Grantee,the receipt and legal sufficiency of which is acknowledged,Grantor by this Deed does
hereby grant,bargain,sell and convey to Grantee,in fee simple,all that certain lot,parcel of land or condominium unit in the City of Davidson,
Number Three Township,Cabarrus County,North Carolina and more particularly described as follows(the"Property"):
SEE ATTACHED EXHIBIT"A"
Page 1
NC Bar Association Form No. 3®Revised 11/2020
Printed by Agreement with the NC Bar Association North Carolina Bar Association-NC Bar Form No.3
North Carolina Association of Realtors,Inc.-Standard Form 3
submitted electronically by "Tissue Law offices, PLLC"
in compliance with North Carolina statutes governing recordable documents
and the terms of the Memorandum of understanding with
the office of the Register of Deeds of Cabarrus County. NCGS 47-14(a1)(5).

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
15993 0252
All or a portion of the Property was acquired by Grantor by instrument recorded in Book 8597,Page 32
All or a portion of the Property =# includes or 0 does not include the primary residence of a Grantor.
A map showing the Property is recorded in Nat Book page .
TO HAVE AND TO HOLD the Property and all privileges and appurtenances thereto belonging to Grantee in fee simple. Grantor
covenants with Grantee that Grantor is seized of the Property in fee simple, Grantor has the right to convey the Property in fee
simple, title to the Property is marketable and free and clear of all encumbrances, and Grantor shall warrant and defend the title
against the lawful claims of all persons whomsoever,other than the following exceptions:
SEE ATTACHED EXHIBIT"B"
IN WITNESS WHEREOF,Grantor has duly executed this North Carolina General Warranty Deed,if an entity by its duly authorized
representative.
f
' 4/1YL4Z4V i
S nley 1I. einders, Trustee, by An arie D. Reinders, his
ttorney in Fact.
STATE OF I1 1I e6,446/lel
COUNTY OF' YYGc
1 AA1 44 41“40 R.1 ,a Notary Public of 'YWf,4 County,North Carolina do
hereby certify that Annamarie D.Reinders,attorney in fact for STANLEY H. REINDERS,personally
appeared before me this day,and being by me duly sworn,says that she executed the foregoing and
annexed instrument for and in behalf of Stanley H.Reinders,and that her authority to execute and
acknowledge said instrument is contained in an instrument duly executed,acknowledged and recorded
in the office of the Cabarrus County Register of Deeds,in Book I S ti r Page i 1 6 on
ti.k a-1 t o �,and that this instrument was executed under and by virtue of the authority
gi n by said instrument granting her power of attorney;that the said Annamarie D.Reinders
acknowledged the due execution of the foregoing and annexed instrument for the purposes therein
expressed for and in behalf of the said Stanley H.Reinders.
Witness my h d and orfrcial seal,this the day of /11(i 1 ,2022.
I ,.J
Official Signature of Notary —rr ' I� „moon
Notary printed or typed name: /V ! Aft Epp M(j%
My commission Expires: eMp f 0.3 2�Z-3 �C Q�
J / OTAR , 7-
SEAL CR"
'°UBIUG �Cy
WO i•L CD0�-
Page 2 11N
NC Bar Association Form No. 3®Revised 11/2020
Printed by Agreement with the NC Bar Association North Carolina Bar Association-NC Bar Form No.3
North Carolina Association of Realtors,Inc.-Standard Form 3

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
15993 0253
•
£ fl4a/ 9.teed7 •
Annamarie a Reinders
STATE OF l v W 4 Oii ,
COUNTY OF 4t, Mi5 akiwriiis
I Al' 1 A O Y M Vt( "i a Notary of the above state and county,certify that the following person(s)
personally appeared before me on the ill day of \j 1 2022 each aclrnowle ing to me that he or she signed the foregoing
document,in the capacity represented and identified therein Of any):Annamarie D.D. ei/elders-f I
AX Aid
`nv//
Affix Notara Seal/Stamp Notary Public(Official Signature 207.3
. 01:6° �� My commission expires:
i
44 NOTAR), 4
s
PUB UG o
Q444c Coy
Page 3
NC Bar Association Form No. 3©Revised 11/2020
Printed by Agreement with the NC Bar Association North Carolina Bar Association—NC Bar Form No.3
North Carolina Association of Realtors,Inc..—Standard Form 3

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
15993 0254
EXHIBIT A
GENERAL WARRANTY DEED
From
STANLEY H. REINDERS and ANNAMARIE D. REINDERS
to
BOULDER RUN,LLC
All references to recorded documents are references to such recorded in the Registry of Cabarrus County,North
Carolina,unless otherwise noted
ALL THAT CERTAIN LOT OR PARCEL OF LAND SITUATED IN THE NO.3 TOWNSHIP,CABARRUS COUNTY,NORTH
CAROUNA,ON THE EASTSIDE OF VINEWOOD ROAD,ADJOINING THE PROPERTY OF ARTHUR C.REINDERS(DEED
BOOK 683,PAGE 1),H.L.BYRD(DEED BOOK 350,PAGE 418,AND DEED BOOK 267,PAGE 313),AND BEING A
PORTION OF THAT PROPERTY OF STANLEY HERMAN REINDERS(BOOK 2884,PAGE 91),AND BEING MORE
PARTICULARLY DESCRIBED AS FOLLOWS:
BEGINNING AT A COMPUTED POINT IN THE CENTERLINE OF OLD VINEWOOD ROAD(UNIMPROVED)(SAID
COMPUTED POINT BEING LOCATED THENCE N.34-5 00 E.505.57 FEET FROM AN EXISTING IRON PIN IN THE
CENTERLINE OF OLD VINEWOOD ROAD(UNIMPROVED),A CORNER OF BYRD IN THE LINE OF FRANK F.LITAKER
(BOOK 1729,PAGE 177)AND RUNS THENCE WITH VINEWOOD ROAD,THREE(3)COURSES AND DISTANCES,AS
FOLLOWS:(1)N.34-50-00 E.19.88 FEET TO A COMPUTED POINT IN VINEWOOD ROAD;THENCE(2)N. 17-30-00 E.
70.00 FEET TO A COMPUTED POINT IN VINEWOOD ROAD;AND THENCE(3)N. 17-09-59 E.32,47 FEET TO A
COMPUTED POINT IN VINEWOOD ROAD;THENCE A NEW LINE THROUGH THE PROPERTY OF STANLEY HERMAN
REINDERS,S.75-56-14 E.(PASSING A NAIL SET ON UNE AT 20.00 FEET)236.49 FEET TO AN EXISTING AXLE IN THE
LINE OF ARTHUR C.REINDERS;THENCE THE NEW LINE OF ARTHUR C.REINDERS,S.14-52-13 E 241.55 FEET TO A
SET NAIL;THENCE A NEW LINE THROUGH THE PROPERTY OF STANLEY HERMAN REINDERS,N.62-04-29 W.
(PASSING A SET NAIL ON LINE AT 352.32 FEET)377.32 FEET TO THE POINT OF BEGINNING,CONTAINING 1.089
ACRES,MORE OR LESS,AS SHOWN ON THAT SURVEY BY BILLY B.LONG.JR.,PLS.DATED JANUARY 2,2002,
WHICH IS ATTACHED HERETO AND INCORPORATED HEREIN BY REFERENCE.
PARCEL ID:46731969260000
Page 4
NC Bar Association Form No. 3©Revised 11/2020
Printed by Agreement with the NC Bar Association North Carolina Bar Association—NC Bar Form No.3
North Carolina Association of Realtors,Inc_—Standard Form 3

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
15993 0255
EXHIBIT B
GENERAL WARRANTY DEED
From
STANLEY REINDERS and ANNAMARIE REINDERS
to
BOULDER RUN,LLC
All references to recorded documents are references to such recorded in
the Registry of Caharrus County,North Carolina,unless otherwise noted
1. Taxes or assessments for the year 2022,and subsequent years,not yet due or payable
2. Zoning and other ordinances and laws affecting the Property
3. Matters that would be disclosed by a current and accurate survey
4. The right-of-way of Vinewood Road(SR 1611)
5. Right-of-way in favor of Energy United as shown in Plat Book 76,Page 59,and other utility easements
6. Unviolated covenants,conditions and restrictions(excluding monetary liens).
Page 5
NC Bar Association Form No. 3©Revised 11/2020
Printed by Agreement with the NC Bar Association North Carolina Bar Association—NC Bar Form No.3
North Carolina Association of Realtors,Inc.—Standard Form 3

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
15993 0256 FILED ELECTRONICALLY
CABARRUS COUNTY NC
M. WAYNE NIXON
FILED Apr 27, 2022
AT 02:52:00 PM
BOOK 15993
START PAGE 0256
END PAGE 0260
INSTRUMENT # 14137
EXCISE TAX $0.00
NORTH CAROLINA NON-WARRANTY DEED
Excise Tax: $0.00 (Deed stamps paid on General Warranty Deeds recorded immediately prior)
Parcel ID: 46731957880000,46731969260000 and 467411061030000
Mail/Box to: Grantee
Prepared by: Tissue Law Offices,PLLC, 10612-D Providence Rd;PMB 489,Charlotte,NC 28277
Brief
description 6000,6004 and 6010 Vinewood Road
for the Index:
THIS NON-WARRANTY DEED("Deed")is made on the al day of 6, (-, 2022,by and between:
GRANTOR GRANTEE
STANLEY H.REINDERS and ANNAMARIE D.REINDERS BOULDER RUN,LLC,a North Carolina limited liability company
and PO Box 3818
Mooresville,NC 28117
STANLEY H.REINDERS and ANNAMARIE D.REINDERS,
Trustees for the Stanley II.Reinders and Annamarie D.Reinders
Revocable Living Trust
6000 Vinewood Road
Davidson,NC 28036
Enter in the appropriate block for each Grantor and Grantee their name, mailing address, an4 ifappropriate,state of
organization and character of entity, e.g.North Carolina or other corporation,LLC, or partnership. Grantor and Grantee
includes the above parties and their respective heirs,successors, and assigns, whether singular,plural,masculine,feminine or
neuter, as required by context. Bev and the
FOR VALUABLE CONSIDERATION paid by Grantee, the receipt and legal sufficiency of which is acknowledged,
Grantor by this Deed does hereby grant,bargain, sell and convey to Grantee, in fee simple, all that certain lot, parcel of land or
condominium unit in the City of ,Number Three Township,Cabarrus County,North Carolina and more particularly
described as follows(the"Property"):
SEE ATTACHED EXHIBIT"A"
Page 1
NC Bar Association Form No. 7©Revised 11/2020
Printed by Agreement with the NC Bar Association North Carolina Bar Association-NC Bar Form No.7
North Carolina Association of Realtors,Inc.-Standard Form 7
submitted electronically by "Tissue Law offices, PLLC"
in compliance with North Carolina statutes governing recordable documents
and the terms of the Memorandum of understanding with
the office of the Register of Deeds of Cabarrus County. NCGS 47-14(a1)(5).

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
15993 0257
All or a portion of the Property was acquired by Grantor by instrument recorded in Book 8512,Page 89, Book 8597,Page
32 and Book 2884,Page 91.
All or a portion of the Property El includes or 0 does not include the primary residence of a Grantor.
A map showing the Property is recorded in Nat Book page
TO HAVE AND TO HOLD the Property and all privileges and appurtenances thereto belonging to Grantee in fee simple. Grantor
makes no warranty of title to the Property.
The attorney preparing this instrument has made no search or title examination of the Property herein conveyed and makes no
representation whatsoever concerning the legal title to the Property.
IN WITNESS WHEREOF,Grantor has duly executed this North Carolina Non-Warranty Deed,if an entity by its duly authorized
representative.
Annemarie . Reinders
STATE OF L CA
COUNTY OF a,17it VIA
l M V =;(A( 11rV\,I , a Notary of a abo a state and county,certify that the
following person(s)personally appeared before me on the day of \ 2022 each acknowledging
tome that he or she signed the foregoing document,in the capacity represented d identified therein(if any):Annatnarie
D.Reinders.
Affix N�eal/Stamp
/OD A4416414;
NOTARY Notary Public(Official Signature
p�B�IG My commission expires: 0 Z3
`6.� coin`,
Page 2
NC Bar Association Form No. 7®Revised 11/2020
Printed by Agreement with the NC Bar Association North Carolina Bar Association—NC Bar Form No.7
North Carolina Association of Realtors,Inc,—Standard Form 7

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
15993 0258
,AdA/r'I—Pe.41 (411 e *ZA 4 4 i i
674 S ey H. einders, by Annamarie D. einders, his
Attorney in Fact.
STATE OF OY li°
COUNTY OF
I 10:1 k JLAM Y{a Notary Public of 1\40\C 1V County,North Carolina do
hereb certify that Annamarie D.Reinders,attorney in fact for STANLEY H.REINDERS,personally
appeared before me this day,and being by me duly sworn,says that she executed the foregoing and annexed
instrument for and in behalf of Stanley H.Reinders,and that her authority to execute and acknowledge said
instrument is contained in an instrument duly executed,acknowledged and re orded in the office of the
Cabarrus County Register of Deeds,in Book 1 5'1 q. Page .1 I c on t\.\ ;.Tt r3v�D,and that
this instrument was executed under and by virtue of the authority given by said instrument granting her
power of attorney;that the said Annamarie D.Reinders acknowledged the due execution of the foregoing
and annexed instrument for the purposes therein expressed for and in behalf of the said Stanley H. Reinders.
Witness my and d cfficial seal,this thel1 day of '\ ,2022.
ficial Signature of No
Notary printed or typed name: V—rDa‘ AkAllail
My commission Expires: Dl (,c l 7,0 7/3
N0nuu1i
cZ— ACSEAL
OO MV4
/4' NOTAIII, 1:4-
•pc�" PUBLIC
V.;4 4 NtOO\Ni
tio
Page 3
NC Bar Association Form No. 7 0 Revised 11/2020
Printed by Agreement with the NC Bar Association North Carolina Bar Association—NC Bar Form No.7
North Carolina Association of Realtors,Inc.—Standard Form 7

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
15993 0259
;11/1447-11449.---)
Annamarie D.Reinders,Trustee
STATE OF tV `r 't ,
COUNTY OF j V/v' .c `
I J �(L(k. A f 1,( , a Notary o the a ove state and county,certify that the
following person(s)personally appeared befo me on thej day of JQ ftii\ 2022 each acknowledging
to me that he or she signed the foregoing document,in the capacity represented and identified therein(if any):Annamarie
D.Reinders as Trustee of the Stanley H.Reinders and Annamarie D.Rein rs Re oc b1e Living Trust.
AA.
Affix Notary Seal/Stamp Notary Public(Official Signatu#e
oipil My commission expires:
k OTAg), Tt.
r9 PUBLIC
J
Page 4
NC Bar Association Form No. 7®Revised 11/2020
Printed by Agreement with the NC Bar Association North Carolina Bar Association—NC Bar Form No.7
North Carolina Association of Realtors,Inc.—Standard Form 7

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
15993 0260
LEGAL DESCRIPTION
The POINT AND PLACE OF BEGINNING is an axle found on or near the eastern right of way edge
of Vinewood Road(SR 1611 —a 60 foot public right of way per plat recorded at Plat Book 76, Page 59)
and being in the line of Arthur C. Helms and wife Audrey B. Helms (see Deed Book 13297,Page 268).
Said POINT AND PLACE OF BEGINNING is located South 75-40-28 East 56.30 feet from a capped
rebar set having GPS Coordinates N:640469.690; E:1471543.901.
From said POINT AND PLACE OF BEGINNING proceed with the line of Helms the following three
courses and distances:
i. South 20-50-58 East 427.40 feet to an axle found;
ii. South 19-28-51 East 241.55 (crossing Energy United right of way as shown in Plat Book
75,Page 59)to a nail found; and
iii. South 19-28-51 East 229.35 feet to a stone found in a corner of the property of Boulder
Run, LLC(see Deed Book 15172,Page 43) said stone found being North 20-01-38 West
1,050.76 feet from an axle found;
Thence with the line of Boulder Run, LLC proceed South 83-35-45 West 684.78 feet to a#5 rebar set
(said rebar being North 83-35-45 West 113.42 from an axle by 2 inch iron pipe found);
Thence with the property of John Adrian Wright(see Deed Book 4467, Page 308)the following two
courses and distances:
i. North 30-23-40 East 6.76 feet to a#5 rebar found in old road bed; and
ii. North 30-23-40 East 354.70 feet to a bent#5 rebar found;
Thence generally through the right of way of Vinewood Road,the following five courses and distances:
i. North 28-30-05 East 149.74 feet to a PK nail found;
ii. North 28-30-05 East 21.38 feet to a gear head found;
iii. North 16-24-51 East 68.59 feet to a PK nail set;
iv. North 12-34-48 East 31.78 feet to a PK nail set; and
v. North 12-34-48 East 369.62 feet to the POINT AND PLACE OF BEGINNING;
Said property being the outside boundary of four adjoining tracts all as shown on"Boundary Survey of
the Reinders Properties for DIAMONDBACK CONSTRUCTION"prepared by Dewberry Engineers,
Inc., dated October 14, 2002,job number 50149744, and bearing the seal of Gavin D. Proffit NCPLS.
The four tracts included in the above described property, from north to south are: Tract 1 being 0.999
acres; Tract 2 being 1.092 acres; Tract 3 being 3.913 acres; and Tract 4 being 0.043 acres.

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
15172 0043 FILED ELECTRONICALLY
CABARRUS COUNTY NC
M. WAYNE NIXON
FILED May 14, 2021
AT 01:16:00 PM
BOOK 15172
START PAGE 0043
END PAGE 0047
INSTRUMENT # 21095
EXCISE TAX $1,800.00
NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax: $1,800.00
Parcel Identifier No. 4673-28-1207-0000 Verified by County on the day of ,20
By:
Mail/Box to: GRANTEE
This instrument was prepared by: Tissue Law Offices,PLLC 10612-D Providence Rd'PMB 489, Charlotte,NC 28277
Brief description for the Index: 11303 Mooresville Road—approx. 119 acres
THIS DEED made this 14 day of May,2020,by and between
GRANTOR GRANTEE
KB RACING MANAGEMENT,LLC,a Nevada limited BOULDER RUN,LLC,a North Carolina
liability company limited liability company
8085 Planting Fields Place
PO Box 3818 Mooresville,NC 28117
Las Vegas,Nevada 89117
Enter in appropriate block for each Grantor and Grantee: name, mailing address, and, if appropriate, character of entity, e.g.
corporation or partnership.
The designation Grantor and Grantee as used herein shall include said parties,their heirs, successors,and assigns,and shall include
singular,plural,masculine,feminine or neuter as required by context.
submitted electronically by "Tissue Law offices, PLLC"
in compliance with North Carolina statutes governing recordable documents
and the terms of the Memorandum of understanding with
the office of the Register of Deeds of Cabarrus County. NCGS 47-14(a1)(5).
1
NC Bar Association Form No.3©1976,Revised©1/1/2010,2013 This standard form has been approved by:
Printed by Agreement with the NC Bar Association North Carolina Bar Association—NC Bar Form No.3

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
15172 0044
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby
acknowledged,has and by these presents does grant,bargain,sell and convey unto the Grantee in fee simple,all that certain
lot or parcel of land situated in the, Cabarrus County,North Carolina and more particularly described as follows:
Being all of the real property conveyed by General Warranty Deed recorded at Book 6447,Page 0017;and North
Carolina Quitclaim Deed recorded at Book 9121,Page 0091 ofthe Cabarrus County Public Registry,as more fully
described on attached EXHIBIT"A".
The property hereinabove described was acquired by instruments recorded in or filed in Book 6447,Page 0017;and Book
9121, Page 0089.
All or a portion of the property herein conveyed does not include the primary residence of a Grantor.
A map showing the above described property is recorded in Book N/A, Page N/A.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to the
Grantee in fee simple.
And the Grantor covenants with the Grantee,that Grantor is seized ofthe premises in fee simple,has the right to convey the
same in fee simple,that title is marketable and free and clear of all encumbrances,and that Grantor will warrant and defend
the title against the lawful claims of all persons whomsoever, other than the following exceptions:
SEE ATTACHED EXHIBIT"B".
The attorney preparing this instrument has made no search or title examination of the Property herein conveyed
and makes no representation whatsoever concerning the legal title to the Property.
THE REMAINDER OF THIS PAGE LEFT INTENTIONALLY BLANK
2
NC Bar Association Form No.3©1976,Revised©1/1/2010,2013 This standard form has been approved by:
Printed by Agreement with the NC Bar Association North Carolina Bar Association—NC Bar Form No.3

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
15172 0045
IN WITNESS WHEREOF,the Grantor has duly executed the foregoing as of the day and year first above written.
KB Racing Management,LLC
Kenneth . lack, anger
STATE OF NEu 'PII`
COUNTY OF GLAf2V
I certify that the following person(s)personally appeared before me this day, each acknowledging to me that
he or she voluntarily signed the foregoing document for the purpose stated therein and in the capacity
indicated:. Kenneth G. Black, as Manager of KB Racing Management,LLC, a Nevada limited liability
company.
Date: in AY 12 ,202I
cial Signature ofNotary
(Official Seal)
Jp iik !Z. 0.900/".)5 � AMA R DOBBINS
Printed Name of Notary STATEAR ADA
My Commission Expires: 2y � 1
APPT.N0.11-409S1
'' WPM DARES FEBRIUARY 012023
3
NC Bar Association Form No.3©1976,Revised 0 1/112010,2013 This standard form has been approved by:
Printed by Agreement with the NC Bar Association North Carolina Bar Association—NC Bar Form No.3

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
15172 0046
EXHIBIT A
GENERAL WARRANTY DEED - LEGAL DESCRIPTION
All Tracts described below are located in Cabarrus County,North Carolina, and all references below to recorded deeds,plats,
and other documents are, unless specifically stated otherwise, to such recorded in the Cabarrus County Register of Deeds Office.
Lying and being in No_3 Township,Cabarrus County,Kurth CaroJina, on the West Side of N.C.
Highway g3. adjoining the property of Marie Winecoff(Book 2181, page 176), Jeroine Davis(Rook
2724.page 31 Wi I iarn Mineeoff(13ook 759, page 62).River Ridge Subdivision(Map Rook 27,
pages 35, 104, 105 and 107),Curtis Upright(Rook 3062,page 286), Billie Harry(Book 527,page
59), Leonard Cantrell (Book 446, page 274),John Wright(Book 4467,page 308), Stan ly Reindeers
(EliXiiti 28-84,page 91),Arthur Reindeers(Book 663,page William Fusco (Book 28R5,page 303)
and J. H. Hartscll (Book 28,6, pa 39)arili king more particularly described as follows:
BEGINNING at a point in the centerline of N. C.llighway 43,corner of Winecoirand runs thence
two courses and distance with Winecnff as follows: 1)S_42-31-08 W. 210.06 feet E0 an iron pin;2.)
S. 47-43-33 W. 4117,83 to a pipe,norner or Davis:thence with Davis's line S. 47-38-26 W. 1014,92
feet to an irr)h Pin,corner of Mi rier.41 IT arid River liidge Sulxli vision,Phase 11;thence along the rear lines
of Leo No . hi and 11,S_83-56-08W 262_98 feet to.an iron pin.,corner of Lots Nos 1], 3-3 and
34;thence N.64-35-00 W, 949_56 feet tO an iron pin,corner of Itits Nos. 3S and 39 in the center of
a ereek; thence with the rear i)f River Ridge Subdivision and the center of the creek ihirly-five courses
zind distances as follows: 1) S. 59-42-(W IV, 53.62 feet; 2) N.37-02-35 W.42.55 tech 3) S. 35-38-
25 67.43 feet;4) S. 57-04-26 W 53_73 feet, 01:471Cf of Lots Nos, 39 arid 40: 5)N.62- -JS W.
57_78 feet; 6)S. 43-39-10 W_ 36_90 feet; 7) S. 12-12-27 W. 102,810 feet;8)N. l-%-3L W. 35.24
leet; 9) S.80-34-52 W. 47.27 feet; 10) S. 60-1 a-49 W..39_94 feet; I 1)S. 68.55-04 W. 17,13 feet',
corner of Lots Nos, 41 and 42.; 12)S.68-55-C14 W.55.53 li5g. 1.3) 5,67-04-50 W. 78.16 feet 14)
S. 25-23-01 W. 12_71 feet,corner olLots Nos. 42 and 43; 15) S, 75-23-01 W. 47_40 feer; 16)S.
61-43-07 W.4 LI.I FCCL; 17)N. 51-46-06 W. 37,54 feet; 18)N. 7]-40-59 W. 84.74 feet; 19)S,
43-08-53 W.21-33 1M; 20)S. 01-5E-24 k.45,14 feet:21) S. 7. 7-20-20 W. 22.9( feet; 22)N.52-
46-54 W. 28_17 feet;23)S. 49-44-0:1 W. 51,40 Feet;24)S. 76-43-4a W. 37_79 ket;25)S. 69-39-
22 W. 75.79 feet;26]S.55-36-56 W.43.34 foct,corner of 1_01-S Nos 45 and 46; 27) S. 74-17-17
W. 72.17 feet.28) S. 75,34-23 N.V.63.54 feet;29)N.31-33-58 W, 9,01 feet;30}S. R6-36-08 W.
64.54 feet,corner of Lots Nos. 46 and 47; 31)S. 86-16-08 W. 5 a..28 feet, corner of Lots Nos.47
and 91: 32}S.R6-36-(8'kV, 23,51 feet.;33) S. 70-31-58 W. 74.60 feet 34) N.81-07-52 W, 47,22
feel; 35) N. 89-46-42 W. 37.18 feet to a point in thc line of Lot No. 92; thence with the linuofLot No,
twO courses and di stanoes as follows: 1)S. 79-49,47 W. 85_32 feet to An iron pin 2)N. 00-17-04
F. 1 1.40 feet to an iron pia, rear corner of Lois Nos_92 arid 93.; thence N.00-05-28 E. 131_72 feet to
an iron pin,mar corner of Luis Nos,93 and 95;thence N. OD-04-43 W.441,2.9 feet can iron pin,
corner of Lots Nos_49 rind 95:thence with lk ',inc.Of 1-13-1 o.49,N.00-02-27 W. 50.01 feel to an
iron pin, corner of Uprighi; thence with Upright'S line N. 08-46-5 1 E.425,08 feet to an iron pu , corner
Or RAJ-Ty;thence with Bury's line,N. 00-22-44 W_ 623.78 feet to an iron pin, corner of Cantrell;
thence with Cantrell's line, N.02-32-44 W. 243.69 feet to an iron pin, corner of Wright: theme with
Wright's line,N.RR-!9-36 1::_983.78 [Lei to an iron pin,corner o Stanley Reindeers; thence N. 88-
1 9-36 E_ 682,00 feet to an iron pin in the line of Arthur Reindeers; thence Sr 21-25-46 E. 1085.39 feet
to an iron pin,a corner of Arthur Reindeers:thence with the line of Rein.deerN,Fusco and Hamel].N.
62-13-35 E. 1649_08 feet to a point in the center of N.C. Highway N3-,thence with the center of N_
C. Highway#3, S.22-0(-21 F. 646.34 feet ig the BECT1NNING,containing 19.14 acre$, more or
le&s, as surveyed and plaited by David Charles Poovey, PLS,DeLember 20, 2.005_
4
NC Bar Association Form No.3©1976,Revised©1/1/2010,2013 This standard form has been approved by:
Printed by Agreement with the NC Bar Association North Carolina Bar Association—NC Bar Form No.3

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1BCE3991752E
15172 0047
EXHIBIT B
GENERAL WARRANTY DEED
EXCEPTIONS
All references below to recorded deeds,plats, and other documents are, unless specifically stated otherwise, to such recorded in
the Cabarrus County Register of Deeds Office.
1. Taxes or assessments for the current year, and subsequent years, not yet due or payable.
2. Zoning and other ordinances and laws affecting the Property
3. Matters that would be disclosed by a current and accurate survey, including any portion of the
Property within the right-of-way of North Carolina State Highway #3 (Mooresville Road)
4. Utility easements
5. Unviolated covenants, conditions or restrictions that do not materially affect the value of the Property
6. The following matters of public record:
i. Easement recorded in Book 8507, Page 0028.
5
NC Bar Association Form No.3©1976,Revised©1/1/2010,2013 This standard form has been approved by:
Printed by Agreement with the NC Bar Association North Carolina Bar Association—NC Bar Form No.3

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run Subdivision
3. Appendices
if Dewberry- EROSION & SEDIMENTATION CONTROL CALCULATIONS 9

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run Subdivision
3.1 Appendix 1 — Storm Drainage Pipe Calculations
if Dewberry- EROSION & SEDIMENTATION CONTROL CALCULATIONS 10

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3 �,
�'"rt� Location name: Davidson,North Carolina,USA* , '�`
IA Latitude:35.4945°, Longitude: -80.7736° none
4i
\or Elevation:767.39 ft**
source:ESRI Maps p`
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 4.68 5.53 6.46 7.87 8.40 8.87 9.30 9.77 I 10.1
(4.32-5.09) (5.10-6.02) (5.94-7.02) ii (7.18-8.53) (7.61-9.10) (8.00-9.62) (8.33-10.1) (8.66-10.7) (8.88-11.0)
10-min 3.74 4.43 5.17 5.69 6.28 6.68 7.05 7.37 7.73 7.96
(3.44-4.07) (4.07-4.82) (4.75-5.62) (5.21-6.17) (5.72-6.80) (6.06-7.25) (6.36-7.64) (6.60-8.00) (6.85-8.42) (6.99-8.69)
15-min 3.12 3.71 4.36 4.80 5.30 5.64 5.94 6.20 6.48 6.66
(2.87-3.39) (3.42-4.04) (4.01-4.74) (4.40-5.21) (4.83-5.74) (5.12-6.12) (5.36-6.44) (5.55-6.73) (5.75-7.07) (5.85-7.28)
30-min 2.14 2.56 3.10 3.48 3.93 4.25 4.55 4.82 5.16 5.39
(1.97-2.32) (2.36-2.79) (2.85-3.37) (3.19-3.77) (3.58-4.25) _(3.85-4.61) (4.10-4.93) (4.32-5.24) (4.58-5.62) (4.73-5.89)
60-min 1.33 1.61 1.99 2.27 2.62 2.88 3.13 3.38 3.70 3.94
(1.23-1.45) (1.48-1.75) (1.83-2.16) (2.07-2.46) (2.38-2.83) I (2.61-3.12) (2.83-3.40) I (3.03-3.68) (3.28-4.04) I (3.46-4.30)
2-hr 0.771 0.934 1.16 1.33 1.56 1.73 1.90 1 2.06 1 2.28 I 2.45
(0.708-0.840) (0.858-1.02) (1.06-1.27) (1.22-1.45) (1.42-1.69) (1.56-1.88) (1.70-2.06) (1.84-2.25) (2.01-2.50) (2.14-2.69)
3-hr 0.548 0.662 0.827 0.955 1.13 1.26 1.40 1.54 1.73 1.87
(0.504-0.599) (0.609-0.725) (0.760-0.905) (0.873-1.04) (1.02-1.23) (1.14-1.37) (1.25-1.52) (1.37-1.68) (1.51-1.89) (1.62-2.06)
6-hr 0.336 1 0.405 0.507 1 0.586 1 0.693 1 0.778 0.865 0.954 1.08 1.17
(0.310-0.366) (0.375-0.442) (0.467-0.552)1(0.538-0.637)1(0.633-0.751)1(0.706-0.843) (0.778-0.938) (0.850-1.04) (0.945-1.17) (1.02-1.28)
12-hr 0.198 0.240 0.300 0.349 0.415 0.469 0.524 0.581 0.661 0.725
(0.184-0.216) (0.222-0.261) (0.278-0.327) (0.321-0.378) (0.379-0.449) (0.424-0.506) (0.470-0.565) (0.516-0.626) (0.577-0.712) (0.624-0.782)
24-hr 0.117 0.141 0.177 0.206 0.245 I 0.276 I 0.308 0.340 0.385 0.420
(0.109-0.126) (0.131-0.152) (0.165-0.191) (0.191-0.222) (0.226-0.264) (0.255-0.297) (0.283-0.331) (0.312-0.366) (0.351-0.415) (0.382-0.454)
2-day 0.068 0.082 0.103 0.119 ' 0.140 0.158 0.175 0.193 0.218 0.238
(0.064-0.073) (0.077-0.089) (0.096-0.110) (0.110-0.127)(0.130-0.151) (0.146-0.169)1(0.161-0.188)1(0.178-0.208)1(0.200-0.234) (0.216-0.256)
3-day 0.048 0.058 0.072 0.083 0.098 0.110 0.122 0.135 I 0.152 0.166
(0.045-0.052) (0.054-0.062) (0.067-0.077) (0.077-0.089) (0.091-0.105) (0.102-0.118) (0.113-0.131) (0.124-0.145) (0.139-0.163) (0.151-0.178)
4-day 0.038 0.046 0.057 0.066 0.077 1 0.086 0.096 0.106 0.119 0.129
(0.036-0.041) (0.043-0.049) (0.053-0.061) (0.061-0.070) (0.072-0.083) (0.080-0.093) (0.089-0.103) (0.097-0.113) (0.109-0.128) (0.118-0.139)
7-day 0.025 0.030 0.037 0.042 0.049 I 0.055 0.061 0.067 0.075 0.081
(0.024-0.027) (0.028-0.032) (0.035-0.039) (0.039-0.045) (0.046-0.052) (0.051-0.058) (0.056-0.065) (0.062-0.071))(0.069-0.080) (0.075-0.087)
10-day 0.020 0.024 0.029 0.033 0.038 0.042 0.046 0.050 0.056 0.060
(0.019-0.022) (0.023-0.026) (0.027-0.031) (0.031-0.035) (0.036-0.040) (0.039-0.045) (0.043-0.049) (0.047-0.053) (0.052-0.059) (0.055-0.064)
20-day 0.014 0.016 0.019 0.021 0.024 0.027 0.029 0.032 0.035 0.037
(0.013-0.014) (0.015-0.017) (0.018-0.020) (0.020-0.022) (0.023-0.026) (0.025-0.028) (0.027-0.031) (0.030-0.033) (0.033-0.037) (0.035-0.040)j
30-day 0.011 0.013 0.015 0.017 0.019 0.021 0.022 0.024 0.026 0.028
(0.011-0.012) (0.013-0.014) (0.015-0.016) (0.016-0.018) (0.018-0.020) (0.020-0.022) (0.021-0.023) (0.023-0.025) (0.025-0.028) (0.026-0.029)
45-day 0.009 0.011 0.013 0.014 0.015 0.016 0.018 0.019 0.020 0.021
(0.009-0.010) (0.011-0.011) (0.012-0.013) (0.013-0.014) (0.015-0.016) (0.016-0.017) (0.017-0.018) (0.018-0.020) (0.019-0.021) (0.020-0.022)
60-day 0.008 0.010 0.011 0.012 0.013 0.014 0.015 0.016 0.017 0.018
(0.008-0.009) (0.009-0.010) (0.011-0.011) (0.012-0.013) (0.013-0.014) (0.014-0.015) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a
given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
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DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E Precipitation Frequency Data Server
PDS-based intensity-duration-frequency (IDF) curves
Latitude: 35.4945°, Longitude: -80.7736°
100 000 , , , , , ,
-
Average recurrence
Interval
10.000 .. n
- (year
2
1.000 5
c �__ _ — 25
0-100 -
— 60
a — 100
d
— 200
a` 0.010 �- -- 500
— 1000
0.001
c c c c c . I >, >,� a >, >, >, a>,
•- •- •- .- •— -c -c -c -c -c rD r ro N r9 eo ry ro r0
pp N A 6 (V 4 7 "013 7 7 7 7 77
UI O in
rn Q r-1 IN N fit N O O O U1 1
Duration
100.000 r r
10.000 ---
Duration
471 1.000 - — 5-min — 2-day
— 10-nin — 3-day
15-nrn — 4-day
0.100 - — 30-min — 7-day
ro
._ 60+nin today
't — 2-hr — 20-day
a
a` 0.010 •
- — 3-hr — 30-day
— 6-hr — 45-day
— 12-hr — 60-day
0.001 — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT): Fri Feb 4 18:50:53 2022
Back to Top
Maps & aerials
Small scale terrain
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DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E Precipitation Frequency Data Server
•
'r = 3
11181
11.
3km
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;sport' Bristol
1 y
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Large scale aerial
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DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E Precipitation Frequency Data Server
KingsparS_._llri st of
• Johnson Ci
• Winston-Salem
Greensboro Durham.
•
Asheville
• North
Carolin a
•
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100km
60mi
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?:[e-mail]
Disclaimer
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(OFFSITE ROAD IMPROVEMENTS)
Worksheet for DI-03 TO JB-02
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.005 ft/ft
Diameter 18.0 in
Discharge 0.43 cfs
Results
Normal Depth 2.9 in
Flow Area 0.2 ft2
Wetted Perimeter 1.2 ft
Hydraulic Radius 1.8 in
Top Width 1.11 ft
Critical Depth 2.9 in
Percent Full 16.3 %
Critical Slope 0.005 ft/ft
Velocity 2.29 ft/s
Velocity Head 0.08 ft
Specific Energy 0.33 ft
Froude Number 0.980
Maximum Discharge 7.99 cfs
Discharge Full 7.43 cfs
Slope Full 0.000 ft/ft
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 15.6%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.9 in
Critical Depth 2.9 in
Channel Slope 0.005 ft/ft
Critical Slope 0.005 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Road Pipes.fm8 Center [10.03.00.03]
12/12/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

(OFFSITE ROAD IMPROVEMENTS)
Worksheet for DI-04 TO JB-02
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.014 ft/ft
Diameter 18.0 in
Discharge 0.17 cfs
Results
Normal Depth 1.5 in
Flow Area 0.1 ft2
Wetted Perimeter 0.9 ft
Hydraulic Radius 0.9 in
Top Width 0.82 ft
Critical Depth 1.8 in
Percent Full 8.2 %
Critical Slope 0.006 ft/ft
Velocity 2.46 ft/s
Velocity Head 0.09 ft
Specific Energy 0.22 ft
Froude Number 1.498
Maximum Discharge 13.23 cfs
Discharge Full 12.29 cfs
Slope Full 0.000 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 8.2 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.5 in
Critical Depth 1.8 in
Channel Slope 0.014 ft/ft
Critical Slope 0.006 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Road Pipes.fm8 Center [10.03.00.03]
12/11/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

(OFFSITE ROAD IMPROVEMENTS)
Worksheet for DI-15 TO JB-11A
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.018 ft/ft
Diameter 24.0 in
Discharge 23.99 cfs
Results
Normal Depth 16.0 in
Flow Area 2.2 ft2
Wetted Perimeter 3.8 ft
Hydraulic Radius 7.0 in
Top Width 1.89 ft
Critical Depth 20.8 in
Percent Full 66.5 °/a
Critical Slope 0.010 ft/ft
Velocity 10.81 ft/s
Velocity Head 1.81 ft
Specific Energy 3.15 ft
Froude Number 1.757
Maximum Discharge 33.01 cfs
Discharge Full 30.68 cfs
Slope Full 0.011 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 0/0
Normal Depth Over Rise 66.5 0/0
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 16.0 in
Critical Depth 20.8 in
Channel Slope 0.018 ft/ft
Critical Slope 0.010 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Road Pipes.fm8 Center [10.03.00.03]
5/8/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

(OFFSITE ROAD IMPROVEMENTS)
Worksheet for D1-16 TO D1-15
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.015 ft/ft
Diameter 18.0 in
Discharge 10.91 cfs
Results
Normal Depth 12.7 in
Flow Area 1.3 ft2
Wetted Perimeter 3.0 ft
Hydraulic Radius 5.3 in
Top Width 1.37 ft
Critical Depth 15.2 in
Percent Full 70.7 °/a
Critical Slope 0.010 ft/ft
Velocity 8.17 ft/s
Velocity Head 1.04 ft
Specific Energy 2.10 ft
Froude Number 1.456
Maximum Discharge 13.84 cfs
Discharge Full 12.86 cfs
Slope Full 0.011 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 0/0
Normal Depth Over Rise 70.7 0/0
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 12.7 in
Critical Depth 15.2 in
Channel Slope 0.015 ft/ft
Critical Slope 0.010 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Road Pipes.fm8 Center [10.03.00.03]
5/8/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

(OFFSITE ROAD IMPROVEMENTS)
Worksheet for DI-31 TO PES-30
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.010 ft/ft
Diameter 15.0 in
Discharge 3.05 cfs
Results
Normal Depth 7.2 in
Flow Area 0.6 ft2
Wetted Perimeter 1.9 ft
Hydraulic Radius 3.7 in
Top Width 1.25 ft
Critical Depth 8.4 in
Percent Full 48.2 °/a
Critical Slope 0.006 ft/ft
Velocity 5.21 ft/s
Velocity Head 0.42 ft
Specific Energy 1.02 ft
Froude Number 1.342
Maximum Discharge 6.98 cfs
Discharge Full 6.49 cfs
Slope Full 0.002 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 0/0
Normal Depth Over Rise 48.2 0/0
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 7.2 in
Critical Depth 8.4 in
Channel Slope 0.010 ft/ft
Critical Slope 0.006 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Road Pipes.fm8 Center [10.03.00.03]
5/8/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

(OFFSITE ROAD IMPROVEMENTS)
Worksheet for EW-41 TO EW-40
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.057 ft/ft
Diameter 18.0 in
Discharge 11.83 cfs
Results
Normal Depth 8.7 in
Flow Area 0.8 ft2
Wetted Perimeter 2.3 ft
Hydraulic Radius 4.4 in
Top Width 1.50 ft
Critical Depth 15.7 in
Percent Full 48.3 %
Critical Slope 0.012 ft/ft
Velocity 13.98 ft/s
Velocity Head 3.04 ft
Specific Energy 3.76 ft
Froude Number 3.280
Maximum Discharge 26.95 cfs
Discharge Full 25.05 cfs
Slope Full 0.013 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 48.3 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 8.7 in
Critical Depth 15.7 in
Channel Slope 0.057 ft/ft
Critical Slope 0.012 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Road Pipes.fm8 Center [10.03.00.03]
12/12/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

(OFFSITE ROAD IMPROVEMENTS)
Worksheet for EX EW-11 TO JB-11A
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.053 ft/ft
Diameter 24.0 in
Discharge 2.36 cfs
Results
Normal Depth 3.5 in
Flow Area 0.3 ft2
Wetted Perimeter 1.6 ft
Hydraulic Radius 2.2 in
Top Width 1.41 ft
Critical Depth 6.4 in
Percent Full 14.5 °/a
Critical Slope 0.004 ft/ft
Velocity 8.36 ft/s
Velocity Head 1.09 ft
Specific Energy 1.38 ft
Froude Number 3.295
Maximum Discharge 55.76 cfs
Discharge Full 51.83 cfs
Slope Full 0.000 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 0/0
Normal Depth Over Rise 14.5 0/0
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.5 in
Critical Depth 6.4 in
Channel Slope 0.053 ft/ft
Critical Slope 0.004 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Road Pipes.fm8 Center [10.03.00.03]
5/8/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

(OFFSITE ROAD IMPROVEMENTS)
Worksheet for JB-02 TO PES-01
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.006 ft/ft
Diameter 18.0 in
Discharge 0.60 cfs
Results
Normal Depth 3.3 in
Flow Area 0.2 ft2
Wetted Perimeter 1.3 ft
Hydraulic Radius 2.0 in
Top Width 1.16 ft
Critical Depth 3.4 in
Percent Full 18.4%
Critical Slope 0.005 ft/ft
Velocity 2.69 ft/s
Velocity Head 0.11 ft
Specific Energy 0.39 ft
Froude Number 1.084
Maximum Discharge 8.75 cfs
Discharge Full 8.14 cfs
Slope Full 0.000 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 18.4%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.3 in
Critical Depth 3.4 in
Channel Slope 0.006 ft/ft
Critical Slope 0.005 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Road Pipes.fm8 Center [10.03.00.03]
12/11/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

(OFFSITE ROAD IMPROVEMENTS)
Worksheet for JB-11A TO EX EW-10
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.053 ft/ft
Diameter 24.0 in
Discharge 25.63 cfs
Results
Normal Depth 11.9 in
Flow Area 1.6 ft2
Wetted Perimeter 3.1 ft
Hydraulic Radius 6.0 in
Top Width 2.00 ft
Critical Depth 21.3 in
Percent Full 49.7 °/a
Critical Slope 0.011 ft/ft
Velocity 16.45 ft/s
Velocity Head 4.20 ft
Specific Energy 5.20 ft
Froude Number 3.285
Maximum Discharge 55.76 cfs
Discharge Full 51.83 cfs
Slope Full 0.013 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 0/0
Normal Depth Over Rise 49.7 0/0
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 11.9 in
Critical Depth 21.3 in
Channel Slope 0.053 ft/ft
Critical Slope 0.011 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Road Pipes.fm8 Center [10.03.00.03]
5/8/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

(OFFSITE ROAD IMPROVEMENTS)
Worksheet for LEW-22 TO EW-20
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.032 ft/ft
Diameter 18.0 in
Discharge 16.23 cfs
Results
Normal Depth 12.9 in
Flow Area 1.4 ft2
Wetted Perimeter 3.0 ft
Hydraulic Radius 5.4 in
Top Width 1.35 ft
Critical Depth 17.1 in
Percent Full 71.9 °A)
Critical Slope 0.021 ft/ft
Velocity 11.93 ft/s
Velocity Head 2.21 ft
Specific Energy 3.29 ft
Froude Number 2.095
Maximum Discharge 20.15 cfs
Discharge Full 18.73 cfs
Slope Full 0.024 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 °A°
Normal Depth Over Rise 71.9 °A°
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 12.9 in
Critical Depth 17.1 in
Channel Slope 0.032 ft/ft
Critical Slope 0.021 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Road Pipes.fm8 Center [10.03.00.03]
12/13/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
(OFFSITE ROAD IMPROVEMENTS)
PES-01 (18" Outlet)
La = 9'
Do = 1.5'
W1 = 3Do =4.5'
W2 = Do + La = 1.5' + 9' = 10.5'
3 ° '
..::is
Outlet W = D° + to 9 I:,-;-:- .:;-:i .,.'';4
PIPe l • ...... 1-..I ..`'1r
diameter(Do) :;. ,... :i f: :l: �•.ii
La —IA 80 ..,. .1... I., r4 �aICI"
T i7iii__ < 0.500 . : : :I: ...: :- - :I il: '/JIl 1.
`�l, -_ '�' : : i j _...i. ...i.:. .f. --i:r ' -``, .;fir. .
;.. i I - rl t / 1-
ti� .... :;i --- -,i.,.. .. , I :.,I.., Ilil..l. •III �1'�...
ll.... I. itCI
I
ne I:..1: ., ;I, :,,. :j: h , jib iir, '+a..•
tl : .
\-e, .l. :L.....III -- ;i. . . . ., . .9 11 . 1. .1L
. flrr ,i1fr
I- `1.1 aI ,t+A .Ail,i Li i ,,- rtt NI•
Il it ir,i.: ,014;" I 1 , I ; .: I ; ii .�
20 ,,
fI, 1 .., a._. p 1. 3
La = 9' I-,, . ,,. _ 2 . .„., Il 4..1..�iii.. 1 • I i ; - •I` prior". A'1�A•1Q''
I, :I., n- l ll.l :I 4 I
10 •• .'�aNl!srn__.__z_ . .. ...1 _-: :._ ., I..........a...__ IAtA lil- ,I '
: .:: :::. .. ..: : , .i ; ...,i ii...i, .1. . . 1 . - __,-4 idepri,
•
•
•
. . - - •I. , . . : I .i, b i
. . .. ' . . .. . 1 : . , •.. .,i. :... ... :. „ .. : . • L : . id i gifil'
• U
., •
i i;,6
•
•
•
2l 1 l ' � � �.J1 ' a t ��/1 : a. . Lu1-- I ' I ila -.i I. , I :Al/ .Ai j�.. +:.li. ;.:I I 1-i. _ is I .�.I .i_:i, --v -
rir r •
1.JI.;.-t . .I i, .;-I'.... .. Y,.20I away.„: ' Al: „i . ,..-l. l. .::f
- ' r•-• ll v- 15 I1'' l ::I i I l:l,..: l Ili�i4: ;,- ii- ::i.
.
s
... • fts
v- t4 ,a I i.,.i 50 _
Y.^.5 ter---ram •-'ter .. : : .i... d 3.6"0.3'
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Q = .6 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
(OFFSITE ROAD IMPROVEMENTS)
PES-30 (15" Outlet)
La = 9'
Do = 1.25'
W1 = 3Do = 3.75'
W2 = Do + La = 1.25' + 9' = 10.25'
3 ° '
is I 1 :..I
PIPe l 1-t I1: :: : .;;..''
diameter(Do) I :;. :I f: •: : • �••ii
La - 80 l a:..,... I. • 1!� ICI"
T i7iir_ < 0.500 . : : : :.: ...: :- - :I l: ',/JI1 1.
;.. 1 I - -1`t / 1-
tti� .... :i1 --- -li.,.. .. , I �.,I.., Ilil..l� • 'III �1'�...
�� II :.. c. I lii'g �j11117iiN` • ` r
0\ 60 III 'i' '- :. ji !.IJ
rl.... 1. ; p5. . I
e50 1II _« i I II. I• V1; drJl1-1 I/. 11:11:1 ;1 • • i • frIfII.
4. 1 - 11 1 ,I-. ' � , Ii11F1� 111.
• `1A1r°
,,.I i.r a a . I- ,ti .i irr 4
1 • I i I; �; :: ., :I . - � . . iI:1is ,. v-__..1 . :1 ::}:.- i ; ,r; ,I11 .1 '; I 4 ... ,� r•..i. I I.. . . I I.: . ._,. Iri 11-...1 ) A!; 1/
e gf lal
I. i. . I: I , `. . 1 ': 1. ::_F1 1a1 "i:'. ;i�i --- I:::I F.
I i : i , . .Ir1;..1: i I!IV- -`-1000)�'�f11r tlr
'•i L. l` 1 I 5 � J►. '�•IJ I., aI I. i . . Ml7,;nt 11-1 1:
20 ' II '' � -1 • r •.a.-• .- r 3
La = 9' I-,, i- -1. Rill 2 f II 1..1.. li.. l I Filer �f)-rQ1'
10
r� • , - Aid 1 - I , I - ��i ll�' ` 'll'l'rl 1 w�-
l i 1::: I. b i . 15 JI 1r .iiw IIliter
r Ii!::: : 1 ; : 1 : i: :,;: ::I: ::;:.:::: ..'...:!! :::: i:!:::!,'i 1:!.:- . ' '111741411 -tr*---I • 111151rip'/, I. ':
jj 1 1 14 i I..,.. . '-)1110 1I r ■I . .1
-I : .`i. l-i I -i. __• - _, 1.•
_ 1. ..,: ;.:; ----v-' .,- r ^ . :wl/ �IG�I, II:i`.. 1: :1 a
[ : , ;.,1 ....1...I!__.., .AO „. • 'por
--1i•;.-I .1 1, .;. :... v�201 :I J. ' ,tli:1 . 1_.-l. I. . .. ....' 16,
..i 1.:. .. , . : [ . 1 Z5 a,-„„mprri7. 0. I j� ; ; I Ir` - . 1 1 1 a
r•-• I v. 15 ,, :.I 111:`:::. I lil lil: I ::I:
•
1P11
•
•
„; 1t7 ,a illit I I. I L.. 50 _ 2,
v 5 : i . : . 1. ::: I: . :': = 2.4"
: ___ I . ; I : .. L :. 1
1
3 5 10 20 50 100 200 500 1000
Discharge(ft3lsec)
Q = 3.05 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing furl, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

Worksheet for DI-01 TO DI-02
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.012
Channel Slope 0.030 ft/ft
Diameter 24.0 in
Discharge 31.57 cfs
Results
Normal Depth 15.4 in
Flow Area 2.1 ft2
Wetted Perimeter 3.7 ft
Hydraulic Radius 6.9 in
Top Width 1.92 ft
Critical Depth 22.6 in
Percent Full 64.1 %
Critical Slope 0.014 ft/ft
Velocity 14.84 ft/s
Velocity Head 3.42 ft
Specific Energy 4.71 ft
Froude Number 2.486
Maximum Discharge 45.81 cfs
Discharge Full 42.59 cfs
Slope Full 0.017 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 64.1 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 15.4 in
Critical Depth 22.6 in
Channel Slope 0.030 ft/ft
Critical Slope 0.014 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Pipe Comps-Ultimate.fm8 Center [10.03.00.03]
12/11/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DI-02 TO EW-03
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.012
Channel Slope 0.013 ft/ft
Diameter 36.0 in
Discharge 47.16 cfs
Results
Normal Depth 19.5 in
Flow Area 3.9 ft2
Wetted Perimeter 5.0 ft
Hydraulic Radius 9.5 in
Top Width 2.99 ft
Critical Depth 26.8 in
Percent Full 54.2 °/a
Critical Slope 0.005 ft/ft
Velocity 12.05 ft/s
Velocity Head 2.26 ft
Specific Energy 3.88 ft
Froude Number 1.856
Maximum Discharge 88.62 cfs
Discharge Full 82.38 cfs
Slope Full 0.004 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 0/0
Normal Depth Over Rise 54.2 0/0
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 19.5 in
Critical Depth 26.8 in
Channel Slope 0.013 ft/ft
Critical Slope 0.005 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Pipe Comps-Ultimate.fm8 Center [10.03.00.03]
3/29/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DI-05 TO DI-06
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.012
Channel Slope 0.010 ft/ft
Diameter 18.0 in
Discharge 8.37 cfs
Results
Normal Depth 11.5 in
Flow Area 1.2 ft2
Wetted Perimeter 2.8 ft
Hydraulic Radius 5.1 in
Top Width 1.44 ft
Critical Depth 13.4 in
Percent Full 63.7 °/a
Critical Slope 0.007 ft/ft
Velocity 7.04 ft/s
Velocity Head 0.77 ft
Specific Energy 1.73 ft
Froude Number 1.367
Maximum Discharge 12.24 cfs
Discharge Full 11.38 cfs
Slope Full 0.005 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 0/0
Normal Depth Over Rise 63.7 0/0
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 11.5 in
Critical Depth 13.4 in
Channel Slope 0.010 ft/ft
Critical Slope 0.007 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Pipe Comps-Ultimate.fm8 Center [10.03.00.03]
2/6/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DI-06 TO PES-07
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.012
Channel Slope 0.010 ft/ft
Diameter 18.0 in
Discharge 9.18 cfs
Results
Normal Depth 12.3 in
Flow Area 1.3 ft2
Wetted Perimeter 2.9 ft
Hydraulic Radius 5.3 in
Top Width 1.40 ft
Critical Depth 14.1 in
Percent Full 68.1
Critical Slope 0.007 ft/ft
Velocity 7.16 ft/s
Velocity Head 0.80 ft
Specific Energy 1.82 ft
Froude Number 1.320
Maximum Discharge 12.24 cfs
Discharge Full 11.38 cfs
Slope Full 0.007 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 68.1 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 12.3 in
Critical Depth 14.1 in
Channel Slope 0.010 ft/ft
Critical Slope 0.007 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Pipe Comps-Ultimate.fm8 Center [10.03.00.03]
12/11/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DI-10 TO DI-11
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.012
Channel Slope 0.010 ft/ft
Diameter 18.0 in
Discharge 3.93 cfs
Results
Normal Depth 7.3 in
Flow Area 0.7 ft2
Wetted Perimeter 2.1 ft
Hydraulic Radius 3.9 in
Top Width 1.47 ft
Critical Depth 9.1 in
Percent Full 40.5
Critical Slope 0.005 ft/ft
Velocity 5.85 ft/s
Velocity Head 0.53 ft
Specific Energy 1.14 ft
Froude Number 1.526
Maximum Discharge 12.24 cfs
Discharge Full 11.38 cfs
Slope Full 0.001 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 0/0
Normal Depth Over Rise 40.5
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 7.3 in
Critical Depth 9.1 in
Channel Slope 0.010 ft/ft
Critical Slope 0.005 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Pipe Comps-Ultimate.fm8 Center [10.03.00.03]
6/15/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DI-11 TO PES-12
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.012
Channel Slope 0.010 ft/ft
Diameter 18.0 in
Discharge 4.40 cfs
Results
Normal Depth 7.8 in
Flow Area 0.7 ft2
Wetted Perimeter 2.2 ft
Hydraulic Radius 4.1 in
Top Width 1.49 ft
Critical Depth 9.7 in
Percent Full 43.2 %
Critical Slope 0.005 ft/ft
Velocity 6.02 ft/s
Velocity Head 0.56 ft
Specific Energy 1.21 ft
Froude Number 1.515
Maximum Discharge 12.24 cfs
Discharge Full 11.38 cfs
Slope Full 0.001 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 43.2 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 7.8 in
Critical Depth 9.7 in
Channel Slope 0.010 ft/ft
Critical Slope 0.005 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Pipe Comps-Ultimate.fm8 Center [10.03.00.03]
12/11/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for OEP TO JB-15
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.012
Channel Slope 0.020 ft/ft
Diameter 18.0 in
Discharge 4.23 cfs
Results
Normal Depth 6.3 in
Flow Area 0.6 ft2
Wetted Perimeter 1.9 ft
Hydraulic Radius 3.5 in
Top Width 1.43 ft
Critical Depth 9.5 in
Percent Full 35.0 °/a
Critical Slope 0.005 ft/ft
Velocity 7.68 ft/s
Velocity Head 0.92 ft
Specific Energy 1.44 ft
Froude Number 2.181
Maximum Discharge 17.31 cfs
Discharge Full 16.09 cfs
Slope Full 0.001 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 0/0
Normal Depth Over Rise 35.0 0/0
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 6.3 in
Critical Depth 9.5 in
Channel Slope 0.020 ft/ft
Critical Slope 0.005 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Pipe Comps-Ultimate.fm8 Center [10.03.00.03]
5/8/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for JB-15 TO PES-16
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.012
Channel Slope 0.021 ft/ft
Diameter 18.0 in
Discharge 4.23 cfs
Results
Normal Depth 6.2 in
Flow Area 0.5 ft2
Wetted Perimeter 1.9 ft
Hydraulic Radius 3.4 in
Top Width 1.43 ft
Critical Depth 9.5 in
Percent Full 34.5 °/a
Critical Slope 0.005 ft/ft
Velocity 7.84 ft/s
Velocity Head 0.95 ft
Specific Energy 1.47 ft
Froude Number 2.246
Maximum Discharge 17.82 cfs
Discharge Full 16.57 cfs
Slope Full 0.001 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 0/0
Normal Depth Over Rise 34.5 0/0
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 6.2 in
Critical Depth 9.5 in
Channel Slope 0.021 ft/ft
Critical Slope 0.005 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Pipe Comps-Ultimate.fm8 Center [10.03.00.03]
5/8/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DI-20 TO PES-21
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.012
Channel Slope 0.010 ft/ft
Diameter 18.0 in
Discharge 1.62 cfs
Results
Normal Depth 4.6 in
Flow Area 0.4 ft2
Wetted Perimeter 1.6 ft
Hydraulic Radius 2.7 in
Top Width 1.31 ft
Critical Depth 5.7 in
Percent Full 25.5 %
Critical Slope 0.004 ft/ft
Velocity 4.56 ft/s
Velocity Head 0.32 ft
Specific Energy 0.71 ft
Froude Number 1.543
Maximum Discharge 12.24 cfs
Discharge Full 11.38 cfs
Slope Full 0.000 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 25.5 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.6 in
Critical Depth 5.7 in
Channel Slope 0.010 ft/ft
Critical Slope 0.004 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Pipe Comps-Ultimate.fm8 Center [10.03.00.03]
12/11/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DI-45 TO JB-45A
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.012
Channel Slope 0.020 ft/ft
Diameter 18.0 in
Discharge 5.04 cfs
Results
Normal Depth 6.9 in
Flow Area 0.6 ft2
Wetted Perimeter 2.0 ft
Hydraulic Radius 3.7 in
Top Width 1.46 ft
Critical Depth 10.4 in
Percent Full 38.4°/a
Critical Slope 0.005 ft/ft
Velocity 8.05 ft/s
Velocity Head 1.01 ft
Specific Energy 1.58 ft
Froude Number 2.168
Maximum Discharge 17.31 cfs
Discharge Full 16.09 cfs
Slope Full 0.002 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 0/0
Normal Depth Over Rise 38.4 0/0
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 6.9 in
Critical Depth 10.4 in
Channel Slope 0.020 ft/ft
Critical Slope 0.005 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Pipe Comps-Ultimate.fm8 Center [10.03.00.03]
5/10/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for JB-45A TO JB-46 CSP
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.020 ft/ft
Diameter 18.0 in
Discharge 5.04 cfs
Results
Normal Depth 10.3 in
Flow Area 1.0 ft2
Wetted Perimeter 2.6 ft
Hydraulic Radius 4.9 in
Top Width 1.48 ft
Critical Depth 10.4 in
Percent Full 57.4°/a
Critical Slope 0.020 ft/ft
Velocity 4.81 ft/s
Velocity Head 0.36 ft
Specific Energy 1.22 ft
Froude Number 1.008
Maximum Discharge 8.66 cfs
Discharge Full 8.05 cfs
Slope Full 0.008 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 0/0
Normal Depth Over Rise 57.4 0/0
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 10.3 in
Critical Depth 10.4 in
Channel Slope 0.020 ft/ft
Critical Slope 0.020 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Pipe Comps-Ultimate.fm8 Center [10.03.00.03]
5/10/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DI-55 TO PES-56
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.012
Channel Slope 0.030 ft/ft
Diameter 18.0 in
Discharge 3.08 cfs
Results
Normal Depth 4.8 in
Flow Area 0.4 ft2
Wetted Perimeter 1.6 ft
Hydraulic Radius 2.8 in
Top Width 1.33 ft
Critical Depth 8.0 in
Percent Full 26.7%
Critical Slope 0.004 ft/ft
Velocity 8.11 ft/s
Velocity Head 1.02 ft
Specific Energy 1.42 ft
Froude Number 2.677
Maximum Discharge 21.20 cfs
Discharge Full 19.71 cfs
Slope Full 0.001 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 26.7%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.8 in
Critical Depth 8.0 in
Channel Slope 0.030 ft/ft
Critical Slope 0.004 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Pipe Comps-Ultimate.fm8 Center [10.03.00.03]
12/11/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for OEP TO JB-25A
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.012
Channel Slope 0.020 ft/ft
Diameter 24.0 in
Discharge 32.38 cfs
Results
Normal Depth 18.4 in
Flow Area 2.6 ft2
Wetted Perimeter 4.3 ft
Hydraulic Radius 7.3 in
Top Width 1.69 ft
Critical Depth 22.7 in
Percent Full 76.6
Critical Slope 0.015 ft/ft
Velocity 12.54 ft/s
Velocity Head 2.44 ft
Specific Energy 3.97 ft
Froude Number 1.789
Maximum Discharge 37.28 cfs
Discharge Full 34.66 cfs
Slope Full 0.017 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 0/0
Normal Depth Over Rise 76.6
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 18.4 in
Critical Depth 22.7 in
Channel Slope 0.020 ft/ft
Critical Slope 0.015 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Pipe Comps-Ultimate.fm8 Center [10.03.00.03]
5/10/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for JB-25A TO PES-26 CSP
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.065 ft/ft
Diameter 24.0 in
Discharge 32.38 cfs
Results
Normal Depth 20.6 in
Flow Area 2.9 ft2
Wetted Perimeter 4.7 ft
Hydraulic Radius 7.3 in
Top Width 1.40 ft
Critical Depth 22.7 in
Percent Full 85.7 0/0
Critical Slope 0.060 ft/ft
Velocity 11.30 ft/s
Velocity Head 1.98 ft
Specific Energy 3.70 ft
Froude Number 1.392
Maximum Discharge 33.60 cfs
Discharge Full 31.24 cfs
Slope Full 0.070 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 0/0
Normal Depth Over Rise 85.7 0/0
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 20.6 in
Critical Depth 22.7 in
Channel Slope 0.065 ft/ft
Critical Slope 0.060 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Pipe Comps-Ultimate.fm8 Center [10.03.00.03]
5/10/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for OEP TO JB-30A
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.012
Channel Slope 0.020 ft/ft
Diameter 18.0 in
Discharge 11.45 cfs
Results
Normal Depth 11.2 in
Flow Area 1.2 ft2
Wetted Perimeter 2.7 ft
Hydraulic Radius 5.1 in
Top Width 1.45 ft
Critical Depth 15.5 in
Percent Full 62.3 °/a
Critical Slope 0.009 ft/ft
Velocity 9.88 ft/s
Velocity Head 1.52 ft
Specific Energy 2.45 ft
Froude Number 1.952
Maximum Discharge 17.31 cfs
Discharge Full 16.09 cfs
Slope Full 0.010 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 0/0
Normal Depth Over Rise 62.3 0/0
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 11.2 in
Critical Depth 15.5 in
Channel Slope 0.020 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Pipe Comps-Ultimate.fm8 Center [10.03.00.03]
5/10/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for JB-30A TO JB-31 CSP
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.040 ft/ft
Diameter 18.0 in
Discharge 11.45 cfs
Results
Normal Depth 14.9 in
Flow Area 1.6 ft2
Wetted Perimeter 3.4 ft
Hydraulic Radius 5.5 in
Top Width 1.14 ft
Critical Depth 15.5 in
Percent Full 82.5 °/a
Critical Slope 0.037 ft/ft
Velocity 7.34 ft/s
Velocity Head 0.84 ft
Specific Energy 2.08 ft
Froude Number 1.105
Maximum Discharge 12.24 cfs
Discharge Full 11.38 cfs
Slope Full 0.041 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 0/0
Normal Depth Over Rise 82.5 0/0
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 14.9 in
Critical Depth 15.5 in
Channel Slope 0.040 ft/ft
Critical Slope 0.037 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Pipe Comps-Ultimate.fm8 Center [10.03.00.03]
5/10/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for JB-31 TO PES-32 CSP
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.040 ft/ft
Diameter 18.0 in
Discharge 11.45 cfs
Results
Normal Depth 14.9 in
Flow Area 1.6 ft2
Wetted Perimeter 3.4 ft
Hydraulic Radius 5.5 in
Top Width 1.14 ft
Critical Depth 15.5 in
Percent Full 82.5 °/a
Critical Slope 0.037 ft/ft
Velocity 7.34 ft/s
Velocity Head 0.84 ft
Specific Energy 2.08 ft
Froude Number 1.105
Maximum Discharge 12.24 cfs
Discharge Full 11.38 cfs
Slope Full 0.041 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 0/0
Normal Depth Over Rise 82.5 0/0
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 14.9 in
Critical Depth 15.5 in
Channel Slope 0.040 ft/ft
Critical Slope 0.037 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Pipe Comps-Ultimate.fm8 Center [10.03.00.03]
5/8/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for JB-45A TO JB-46 CSP
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.020 ft/ft
Diameter 18.0 in
Discharge 5.04 cfs
Results
Normal Depth 10.3 in
Flow Area 1.0 ft2
Wetted Perimeter 2.6 ft
Hydraulic Radius 4.9 in
Top Width 1.48 ft
Critical Depth 10.4 in
Percent Full 57.4°/a
Critical Slope 0.020 ft/ft
Velocity 4.81 ft/s
Velocity Head 0.36 ft
Specific Energy 1.22 ft
Froude Number 1.008
Maximum Discharge 8.66 cfs
Discharge Full 8.05 cfs
Slope Full 0.008 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 0/0
Normal Depth Over Rise 57.4 0/0
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 10.3 in
Critical Depth 10.4 in
Channel Slope 0.020 ft/ft
Critical Slope 0.020 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Pipe Comps-Ultimate.fm8 Center [10.03.00.03]
5/10/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for JB-46 TO PES-47 CSP
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.020 ft/ft
Diameter 18.0 in
Discharge 5.04 cfs
Results
Normal Depth 10.3 in
Flow Area 1.0 ft2
Wetted Perimeter 2.6 ft
Hydraulic Radius 4.9 in
Top Width 1.48 ft
Critical Depth 10.4 in
Percent Full 57.4°/a
Critical Slope 0.020 ft/ft
Velocity 4.81 ft/s
Velocity Head 0.36 ft
Specific Energy 1.22 ft
Froude Number 1.008
Maximum Discharge 8.66 cfs
Discharge Full 8.05 cfs
Slope Full 0.008 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 0/0
Normal Depth Over Rise 57.4 0/0
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 10.3 in
Critical Depth 10.4 in
Channel Slope 0.020 ft/ft
Critical Slope 0.020 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Pipe Comps-Ultimate.fm8 Center [10.03.00.03]
5/8/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Culvert Calculator Report
OEP-40 TO EW-41
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation 0.00 ft Headwater Depth/Height 1.03
Computed Headwater Elew 743.79 ft Discharge 3.76 cfs
Inlet Control HW Elev. 743.62 ft Tailwater Elevation 733.00 ft
Outlet Control HW Elev. 743.79 ft Control Type Entrance Control
Grades
Upstream Invert 742.50 ft Downstream Invert 733.00 ft
Length 63.44 ft Constructed Slope 0.149748 ft/ft
Hydraulic Profile
Profile S2 Depth, Downstream 0.33 ft
Slope Type Steep Normal Depth 0.33 ft
Flow Regime Supercritical Critical Depth 0.78 ft
Velocity Downstream 14.66 ft/s Critical Slope 0.006579 ft/ft
Section
Section Shape Circular Mannings Coefficient 0.013
Section Material Concrete Span 1.25 ft
Section Size 15 inch Rise 1.25 ft
Number Sections 1
Outlet Control Properties
Outlet Control HW Elev. 743.79 ft Upstream Velocity Head 0.34 ft
Ke 0.50 Entrance Loss 0.17 ft
Inlet Control Properties
Inlet Control HW Elev. 743.62 ft Flow Control N/A
Inlet Type Square edge w/headwall Area Full 1.2 ft2
K 0.00980 HDS 5 Chart 1
M 2.00000 HDS 5 Scale 1
C 0.03980 Equation Form 1
Y 0.67000
Project Engineer:[e-mail]
p:\...\boulder run-driveway culverts.cvm Dewberry Engineers Inc. CulvertMaster v10.3[10.03.00.03]
04/03/24 01:28:15)F8,e5ntley Systems, Incorporated Haestad Methods Solution Center Watertown,CT 06795 USA [phone] Page 1 of 1

Culvert Calculator Report
OEP-35 TO OEP-36
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation 0.00 ft Headwater Depth/Height 0.65
Computed Headwater Elew 761.47 ft Discharge 3.08 cfs
Inlet Control HW Elev. 761.38 ft Tailwater Elevation 758.50 ft
Outlet Control HW Elev. 761.47 ft Control Type Entrance Control
Grades
Upstream Invert 760.50 ft Downstream Invert 758.50 ft
Length 24.70 ft Constructed Slope 0.080972 ft/ft
Hydraulic Profile
Profile S2 Depth, Downstream 0.34 ft
Slope Type Steep Normal Depth 0.33 ft
Flow Regime Supercritical Critical Depth 0.67 ft
Velocity Downstream 10.07 ft/s Critical Slope 0.005146 ft/ft
Section
Section Shape Circular Mannings Coefficient 0.013
Section Material Concrete Span 1.50 ft
Section Size 18 inch Rise 1.50 ft
Number Sections 1
Outlet Control Properties
Outlet Control HW Elev. 761.47 ft Upstream Velocity Head 0.25 ft
Ke 0.20 Entrance Loss 0.05 ft
Inlet Control Properties
Inlet Control HW Elev. 761.38 ft Flow Control N/A
Inlet Type Groove end projecting Area Full 1.8 ft2
K 0.00450 HDS 5 Chart 1
M 2.00000 HDS 5 Scale 3
C 0.03170 Equation Form 1
Y 0.69000
Project Engineer:[e-mail]
p:\...\boulder run-driveway culverts.cvm Dewberry Engineers Inc. CulvertMaster v10.3[10.03.00.03]
04/03/24 01:28:51PF8e5ntley Systems, Incorporated Haestad Methods Solution Center Watertown,CT 06795 USA [phone] Page 1 of 1

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
EW-41 (18" OUTLET PIPE)
La = 9'
Do = 1.5'
W1 = 3Do =4.5'
W2 = Do + La = 1.5' + 9' = 10.5'
3 °
1 ..::i.;:1° :I . :..;'
Outlet w . Do + 1-a 9 I:I-0 - :� .,.1
diameter(Do) . . :; 1: 1: i•..i
•
4 l . .
.II :1.. .1:. : . , I"11.'g �1�II 411 �/�
01 p 60 d1 411� .i!�1IUiw7�' r
�r -.I6... .,I. . . , . 1 • . . I,• I - 'i NI • I f t
. .,. .i..., t. ,0,111.
::'.::1.1:
i �It
:� • I I; I i :: , :I .' - I I:1 is 1. v•- ,Il. -4
.. "6. ft.. i .,: - I :11 a h ... .� �,�;,, I _ I.. . . 1 is ..i-- ;. :,,I ii II-: �,� I�I►1
I- i1.: . 1: .. •• , I. . 1 ',: 1. ::` 1. "1' "�i% 1 ::1'I.. I 1 : i : ' .i 1 i ..]: i 114:"I,•. • 011.5iiipiii�I
j,. .,I- . 1. .. , . ,. r I 1 1 _oil.. i III[li1,ilifiliil'�iKa1'20 I 1 ! a._. 3
La = 9' i•, . ;I- .I - :i!. .�2, f ll• I..l...i li.. 1 • I , ; -• •i I r..'Q,.
•i- '.1-i • �' • • II- 'i 1-.1...I il.i r .I portorri•-
11•1,i1: ' 1 I ilsln i ---.:: 41. I : : .: :I I i . it
. . . _. ...,
I 11 .'� i n• Idi'' I w-
_1 1... : ; ':11 : , l I:..:li..l. • k ,.:. V ' �,�iii�ll J: +1!lid --
k - APO: as �}..
.:: :-!- I-- • 1 : ..:. :I- :..:!i •:- :11--:,!:id. ,/ 5 1:'�6f._-/ iivi l�r II'2. i•,y 2 V,
1.- ,. ,,. I : II. ,I.:;- 1
/J•VVV11 • Irr. �•. O-
-I-. 1 !-- ,. -..,... i is ii�. :�1i i .I..:'';,.; . 4. - ! M�
El
::1.-1 -I i. -- - ..�.i_ I. -,--4-ti! 11:-v''i - r ^ • +, :.nririi, 0 i��;l:1`.. 1.{ a
.... -- il. , . , 1 a
I'-; ll V. 1 1 ..I ill:k::.. 111t.i. •••• ii---:....1.
.... I...�I�.., .. .!. .. ill ... 1... !
.
s
v 10 ..6 ..� , , . I I. !:;:' - 0 3'
•
1 . imr. ... ....... =4„
k 1 : ; I . ; I :; I:. ci
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Q = 3.76 cfs (from Culvertmaster)
Curves may not be extrapolated.
Figure 8_1)6a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
EW-03 (36" OUTLET PIPE)
La = 20'
Do = 3'
W1 = 3Do = 9'
W2 = Do + La = 3' + 20' = 23'
3 ° '
Outlet w = o° + La g .:---_;---:;`_i-r- .::-: : ,•
Pipe .. : -�'I'
diameter(Do) l ..;,,...
80 ,. .. 1. . ij.
La --IA . . i :..,... . i4 •
� .
T i7water 0.50° - . I.1'1,11V4111
1' I�
'd - -. .�.,.•-..,. ll / H. j;..
0.
110
, �� 50 ...: .I: ..:__ 'i: _..i:,.. .li. . . . - q';�;1r�i, 1..,'. i1 I ''`:i.
r.
4 i 11 I .,.. .• I r: • _ 4
i-, a L
fr
I; .,.. :1 . - Ii:> All i• l . I .i toll�or
•i- ; .. II; H.
I 'I . isf: - ,i.:' - .', 00,0 ; :I` . 11HI
i !t i,, e�
1•'I' ' .1 • :' --...-• :. ,, r.....i! i,. i • 1 i : •• .i i i I ��lr 1��� /'`
10 .••I.I i-loo!t►.,m_ _.-_ . ' ., ..:1 I: _-Eli::._ „ I::.: :,'l:__ _ I I! al,iPi idi17111' i
. 1 . .. .... . .... .... ..: ..: :f ';.,:I I: . ' . b !I ��ald, ` ti it �'NI.
N
,. LJi.I
• - 4. ,tee =a,-, ., o:Ippriti' .i.
0 • 2
I I i-i. -- ,.: ,. - v fp r
I
:- 1'1,-I .:!'".! i" -- .... •,- v 12°I anti ' .alw Ad i'` 'r: -.l• ::1 .. ---• In
• i Apr
01,„.
illg.
to ,,�...„.:. . ,..,r!' .''I 50 - 60'
r 1. I.:i d 0
i.. :. .: .: E . , I H . . . l I:
3 5 10 20 50 100 200 500 1000
Discharge(ft3lsec)
Q =47.16 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8_06a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
PES-07 (18" OUTLET PIPE)
La = 10'
Do = 1.5'
W1 = 3Do =4.5'
W2 = Do + La = 1.5' + 10' = 11.5'
3 °
..::i.::1: :,i. . :..I
Outlet W = Do + La 9 Li-i-: - :i .:.'';4
PIPe l • ...... 1- i 'L. .'.;..`'10
diameter(Do) :;. . :1 :• ••ii
I I
La - 80 ::1:.1... I., is 14rigl
T i7ater < 0.500 /dil
II.... li i01,
JJ I
n��ro • ..' : ;I .... . : :l: : o. , jib r. , 'la.. tt :i:
�,� � .... ..!. ... ... .,1..1 .. � .. :. 4.���' Vior rl.. I is /•
,,.I I.,i -a .a � I- .�A .,lirr 4
i : . . i �; : : :I . . - � — I I.1 is lk: - �,tt�h) A!; 1/I .1 ... : .., ,.. I . . I ,:• . ,. ,, , II-...1 ljli
�- ij.:• . 1: • . , . - 1 is 1- .:_1 ia' "1' � �1 I,' Al 1 : I i •• •j11-- . 1 I!•Iir-.4 -Ai • '�,�
• I I I! .. . „ 1 6- �r�% Ii, •�,d1q,.; -0,I. , I 1 1 . 'dd11�iir' Iliil'�Il+fal'•
20 I _:-- 1 a. 3
I-i, -• ,l. `' 2 .. I' : . L-1 :i li.. l _ i, prir � ')y..Q,.
La = 10 l:;- •I-t - , :: .• II- l .I +, l
ill
10 '—aN1iV.rn -T . ' ., ..:I 1 _L.._ ., I.........a___ I alteitripl;
f1. . -. .. .... .I1 : - -` - /ilia, I 4-
ir
p • 1 : . 1 , .. .,i. • 1."I,, ;--L b i iI5 1la i II i OAFS iV
I.. k. 1 , . ..: .. .: :; : . .,I..;,;,1.1, . R '-''4, r lIgir" 1•r .• 2 in
ra
: 1. :.:i .I i. -- - '._..: r ^ , .+—Anyr� ill, ;I:i`.. 1: :; . a
: ' '':! !,:;I':11..i I-., . le - • 'or irliiirr .
ifE
''' I", 'I ; I k
.•" . i . - '' Y�2al : : i:1 't I. 1- -::k :- 0n
: - I'-• ,; V x 15 I�'r pr.. :: k;. 11i:i1. : .... :.i.
w 1. i I' j ... I."
.
s
....
v - 1 1 I k •
C
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Q = 9.18 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8_1)6a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
PES-12 (18" OUTLET PIPE)
La = 9'
Do = 1.5'
W1 = 3Do =4.5'
W2 = Do + La = 1.5' + 9' = 10.5'
3 ° '
i 14
l . :..j
PiPe • ....::-..1...` . i..''0
diameter(Do) :;. 1 k: �•••�I•
La --.1 80 ..1:..1... I., ,! 14Aa
T i7iii__ < 0.500 . : : : : :!: ...: :- - :I ill.: ' Zen:
l: 1
h�ti - .... --- .,.. , ..,I ., Iljl..t. •j I 1
`
0 I .11 :1.. .1:. , . , ;Ili,'g% ��II ! • -:I-
60
n�r I.... : • I br Rl r .,i:..
.ii
Ott`'' S0 I. .:,--... ... ,I- ,.... ..I- - ► r 1 I! rI 'I :
4. .1..- ' I I .. . I ;I,: l. :11 : .4il I� K.
l ,,.I;.,� -a .; � I- .�A .,tirr 4
i; 1 , :: ., :I - -1 � . . i 1:, is Ik - �,tt i�}: • • • 19- 'j 1�:.:: ) A!; 1/t.. 1 •.I: I1 I 1 ... ,AI., . . I r:• . ._,. :,r1 .1 : 6 �E lal
I- ii.: . I: , . . 1 1: I. _I 1a' '•V �P,y ••• hi l,' .l.' 1 : i ! .• 'j I1I..J i I,;dr.' 4 it Prg
�; ',.- . t,. .. , , . l. ... �/'r 01: ,.,.AI.; aI ll.. i I . . . ',i1 dH- 11■I F
r.
La = 9 11;- iI-t • , :: II- I • 1..1. !i-• I • :I 4 I
10 '..■ ..:1 ill
'AI .rn_ -T . ., .,: I . _:Eli::.- j,•••:i '--- 1 I 1st Ain-Ri 't:; �i
i l ;::: _...� b . . :I.. � el i��ilI iv
0 . . . ,.. . I . ..,. ... .... .i .,. :II--I...i1 . •
h /� I►�';'a" . F1k01'l1;dil l.r ' 2 Un
•; -I- I�-
-L-. I.- U
i is :��. :il i, i .. il. .�';:. . �. Mr
:.1: -i . : - . , . 1- -�I:. , .--=;1!..,..,,: -„ r l t ' 0 r• il' , I:k E
iipior
ifE
; ' r -. ! . ..;i :'..1 ---1-:'!---? - - Age - ' " ' 011.Fillir Fr• . .! ...I .] ..: ,.
k :,ii.: ! ; i. :iI..; Ijv. 15 • - IP :.I I l: :::. 1 11 ::j .. .... ... i i-.,. .
I...,,,.,. 1 .1. it ... I...• !4/11
r
. re ~ i ; 'fj I .. '': 0 30' =4,5 � ...i
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Q = 4.40 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8_06a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
PES-16 (18" OUTLET PIPE)
La = 9'
Do = 1.5'
W1 = 3Do =4.5'
W2 = Do + La = 1.5' + 9' = 10.5'
3 °
1 •..::i::is :i . :..1
Outlet W = 0o + La 9 Li"0 -.:. :i-'''!''
i PiPe • ...... 1: ili' :- '''! ,II+
.
diameter(Do) :;. :::::.. :i f: :i: �•• i
T i 7 ar_ < 0.500 . : : :; l: ...: :- - :i i I: '/Ji l.
P� I I i 111 g ajl�iirs - ' �. •:'-
1 60 ;:..III .+� q O .J__44 . :. i' x- N.
�0�r,, i
l•t'\' . . .1 -. ! :.:: :::-. :.:- :::: H:.:1 ::':: !...: -.::. : : . :.; 4- 011,01* 41 - .
..' ' .1c). oorodir--,.. o . . , i.• 1!..
!.. , , .
1_ . L.; r'l!
gill -a
30.• ,tt:;f: I: •_ •..I . :; • :}•• ice• ,r;.r ,dl 'jt•1::,::' r,r6ir il :
41. II. • I ; I F` ... . ;a „._;,00 I.. . . : •
.i:i;._ . : ,I i1::::!" ) A!; 1/r ifri'I
•
h i' . I' . , . . I ,: I. ::_` 1a; “ : �r ,-i 1,.. ,i i : I . . .i i l 1..1 i j ll'.-.4. �.��� �I,���,i�t
1.
20 ,.�'I • ,11 .- 1 �" 10-1,. ...:• : , 1._. • >hti ,, 3
La = 9 •11 .t 1rin• 2.r :: .i- I:.I 1 :i Iipryll".eit(MI:i
10 7 , -iUPtiitirn . : : : . . ' . :l:: :::!I:.."--:Eli:: - :.i-_ , : 411 'ji ,w.:;,- ..---.!,, ---:
:f a 1: : . :: ::::i::;: : .: . i. .I .i. : I . _.-,y , !, it ' 1i�
• ' I j _...� b ` `'s. i� All illliiI''
,.. I , . .i .,. .1i.-1,,11_1 . /� Ivt-a"_ ;A�:I101'10re.0,4110 I.r • 2 Cn
"11'."y•i• 1,-.1 :,-_-_ ! : ! r. : i :: :::! ;:',1 :-.-.1..I!--•.? 2019. - • '•ge Priv Pr r• • .: :!:I :i ::' :: CE
4[ " ::l
in
..i ... IV-iI-• , . \'j 6 't :I . I ' i i` . 11 :1.1•. i::: ..1. 1 a
- i•- 1 v m 15 1 a+rl�! .,, IPA I .:i i i l:l;: I il,.• : .... ... 11 ::.
w"rA
�r I•
d50
r -5 .�..�,i►NM !�~ - , I 1 I•.. 0.30' =4„
• � I E , I : : _ ... L... . . • 1:. ., . c
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Q =4.23 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8_66a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
PES-21 (18" OUTLET PIPE)
La = 9.5'
Do = 1.5'
W1 = 3Do =4.5'
W2 = Do + La = 1.5' + 9.5' = 11.0'
3 ° '
PiPe • .....:. Ira:
diameter(Do) I . .•
: �• ;• .1•• :::,,... :i 4- •:I: • �•r�1
La — 80 •
..,. .1... I., �/.. pr
T i7iir_ < 0.500 . : : : : :!: ...: :- - :I jI • :(0.1Fl.
ti� :;I f.;.. I ,I ., IIiL.I • 'III �1'
ll.... .,I. . . , . . . 1 i• I �r J • I
n0�r� I:..ik- •' ,I, .i,- . :I:• • %. ,Oil-r it � r4'— 4t. :.:
gyp, .I. :i.....11 -- ;i. . . . ., • .9 ,1 .A. .1i
50 •
:,:.I r+� . ,,, ,i • ,:,atj1'ii:1
Iis k:• III
r ,I.: I: : I. .i d "1' pi ,.I : f i .:J• Il,�ki- �'�� f
20 ' I — 1 3
La = 9.5' I-•, -• ,I. _ .il. .�2 f I ;..1.. li.. l rip"
40,4111� •. ,
111
• �:J: :II . I I_` ; . .. . . ... . . . . , .. .,i. . ... . :. .. : . . 1 , id io' Ni : .
:'.1: :is : I•: .: I. - i. I ' i r �' I',; ar
ICE
--JI;.-' 1 I, I • • • •' V 20' dipr,�lti i I It -I- I- ---k - in
...• : s 1' itarr ::I ill:k:. : i ll:il.
;, i :i.f•-• i v. 15 I w I I I' ij.,.i 14 ,a IL .
• 50 = 0.30'
i.. k 1 j , .
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Q = 1.62 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8•06a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
PES-26 (24" OUTLET PIPE)
La = 18'
Do = 2'
W1 = 3Do = 6'
W2 = Do + La = 2' + 18' = 20'
3 °
..::1.::1 :i . ':..1.
Outlet w = Do + to 9 I- `Li"1 :
PiPe I
diameter(Do) I l : :...1 ,oo
80 .I. .. ,. . ii.
La --IA i :..,... . io •
;terror kl.
T i7ar_ < 0.500 . : : : .....
: . ,--.- .111 .. ' .,
o1 p 60 III ��.• i:,I %7.' Ir
�n .11....1 .,I. . - , . 1 . . . Ii I 0 'J I I
�e .1. :1' :I -- i1. . . . .: y 11� ♦.
,t`.N 50 .... .I: . .- ...'1'..-,k--ii . 'I. . . ► rdi '1 II• ri I ''I:::
... .1 . .... . . . ... ..1 ;1 .. ' +1� P_ ,�'Irs■� /'
.- ....I .ti •I. •iii. 4.41- . Aalm I111 • I i ,� �1AlI11:
4. .•' - ' f I .,.. . I i1 • 4
1 : I • : 1; :: I, :: .:.. :'1 . -ems . . :I I:; i. Ik 1 :All�;�
3 .. •--..I :I • -}-•--t---I--' 1., 8 •11 i ,II.1.'.-•• I 'A IL AI I
Qi �t 1 1. ! , ... _ :: . ;. , ,1 il-�..I.. ,ri' III
,,. i:,:4.. G: .. . .;: : I: _F ,a ,.I: I.: , , I : I 1 i.:j*' L•,ik:: 1 411 I
20 man' miailrllttt ltl tll •- 1 ...:..w• . , • i1111 a.-. ' ! 4�+ 3
La = 18 !:i- 4 �mii P'`� .:.I-- ,I !. :.; ,..1..'1;1.1 ; ; , •: -•:1 i � � �"Ltil
10 . i,1:. •"p141 .rn . ' ., .::1 t : _I;~-- III::.: .!;�_!,I I' 4 ,)` dit7 1
-f•1• ,. H, . : . . ., !...:;:'. is ..: i:::11,':i; : _ k :.:•y'-,dill jj III .�elli!iiir --
J: .1Iga
ll
`t` .“..il I i : 1 ..--:: 1• :1CO
I t-I -•---v�?a., rill
� r ^ , .+� :.nCir� Atlr� t.1 i• �,, •
a
I''
s
v =5 ...�M Ir. • : i :' I:. ::: :. ..�:. 0.60' _
3 5 10 20 50 100 200 500 1000
Discharge(ft3lsec)
Q = 32.38 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8_06a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
PES-32 (18" OUTLET PIPE)
La = 10.5'
Do = 1.5'
W1 = 3Do =4.5'
W2 = Do + La = 1.5' + 10.5' = 12.0'
3 ° '
i.;:1;
Outlet W = Oo + La 9 Li -1 :i .,.!';4
PIPe l • ...... 1: 'li• :•: •"! ,
10
diameter(Do) . . : �'•.. .1. :::,,... :I ;: :i: p•.
80
di I T i7water < 0.50° . : : : : :' :!: ::.: :- - :i jl '/d�fir:
•
o'tlx� •
II c. [II!,.4% �'jl��7iiN` `. r
II.... 4 ;. 1 I I
•
•
•
•
•
•
V�(eN :r.....1i -- yrjl• i�,�i A. : i
!I --_« iI III.: - -l: V 4).. o,ilr-LAN I/. r:� 1• I 1:1:
:::. : : : . ' • ' * 1,00111,11111r 'ill- ' , . ';'.
4 •t ' 1 1 •.. . I • �� I1 I lIn/r!
,,.1 I., -a .a I I- .)A .eir 4
•
•
3QQ tt:'I __..I . .I .....—:ice 1.' 1;1� �a10011 'j1 l;:,:: ��iitb
.. 1 �L. . .;: I .l 1 .. ;a .010.` r.L. . ! . :1 . ;. , ,I iI-...1.• Re if lay
I- ij.: . 1: •• , '. : I 1: •I• ••I.
'i; '•i' .•;;Vi ----1 I, 'F.
I , : 1 , ' •i i!;..1' i I!III: -;,'-'ill iiir�'fpig
�0 _.j; I! .. ;i :_,� I. '15. �.r�%.N� IIM, AM •.; :,I I;. , ••.-41. ' 11..4fl►' jlrl'pig
"!11 H 1 p I on 3
La = 10.5' ;.,, .1. .e :il 2 � .. .. -�., I' 1 i.1 . 1..1..�i li.. I ' l i . .
,j r' Ir �I�yti•'Q!'
1, �rlfi�!:Y" ,�; ::1 -- : ,,. i :III �� ��
1, iiii ..,L , 11
-•. ...1 . .. .I r" _ ; 1::::i1.. . . I : - -s° j/11 411 '. ,liIt,_
j.. 1' v i �!lit.
•
f 1 11i: l : : ��,a119�' ,��rr�I� �,
. . ' -r- -0 ...., . - ,tee =a�� �:I1���'�� , ;. 2
:1.1.1 :j:: . : - j -: .: ' : : : : I- -:1i .1i .---..1!.......: - 1 r' r . I:` •
II
`- .I i. -- -- --_.i_ I. :: t.--t�1 ----v�?a.. r ^ , +� .nrir� ��l�', i:i 1:1 :, a
j;.::- :I!: . :1 f;:' -' ,: l L I y .> . lip"mp' .I. ,:k oc
i:11:1 -1" I' I :1:1:... . ; . 1 - '- Y'„201 :.iill 'ill : .%Ai ii , r :,: I. .::1 :.. ....i i I lri. : - - .
r•-• it v. 15 :.; lt: i:ir: ::i:
I. r1,.., 1 1 .. .A • .I.:I-- 11i1j., ::j •
... i.......
v- to ,a ..11.,., 50 _ 4,
I I I 1 I : ; _ ... 1....
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Q = 11.45 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8_17P6a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
OEP-36 (18" OUTLET PIPE)
La = 9'
Do = 1.5'
W1 = 3Do =4.5'
W2 = Do + La = 1.5' + 9' = 10.5'
3 °
..::1::1: :I . . :..1
Outlet W = Do + La 9 Li 1 - •I'' •(•"`
Pipe 1 • ...... 1-k` is : . ; .0
diameter(Do) 80 . . :;. :i k: :1: i••il
T i7iii__ < 0.500 . •: •: : :' :!: ::.: :- - :i jII. • iill'Fir
;:: 1 I . ,`t / 11-
tti� .... ai --- -.�.,.. .. , , ..,I.., Ilil..l' •III �1'�...
•
lir
ll.... I. 1 J I
,tom' 50 1. .,,_-... 1..-1 4' -.i• . . ' ► r it 1 it ,li: :
,:..I +• � atj1'ii:1
o0"/ -:. . ' ''''
. ...i .1 i.
• •• i11
.:.a .l L. I .I..• , j j. •:k [ i' '.d0140 r�'` -:i` I 'i i I1 .= ir,0•4
,. 1,.:' . I: .. .• I- .:-J II- "i' v '.I. I.. 1 ! 1 !• : lll.:J jltkk':- 0111 il/ I
La = 9' I-i, . 4- .. _ 0!. -2 f 1 .. ,..1•-;li.. 1 : I : ; . •I` r �'1��•.Q:.
I, :1., n- 1 lI,. l ! :I iIJI +. I
1 II ; 1:.: l.. k - "� /Ilia; ., �,,,, l .�
1 • • 'i• • '• ...., • 1:..iI, _...- 10 . . :1.� _111. . ' Al i �� IINI
0.i. . ..,.. • 1 , . . ..,. :,. .... . , :!I: .,. .II--I..',1:1. . .w�A{/!';'=�" liili Jle:n l.r • 2
JI I _ I,. I.:; . ' r•• r", 0..
.. .... ......I-L. _ ,I;= ;I!..,..,. :• I t - o r � � I.' �s
.I : : ' :I ' i -_ _ 1• !I,.t-1 - -v�'ZJ.- r ^ , .�ir:.nrir� 11�1�', a.i,.. 1:k :: . a
.k j•.. t _ .I I. .,-1 .. v Z 2Q 1ill' ill�lfi -: r :I ' r i : .: I•II . -1.•I I--•, Alini_...,, le • 'Op' Al . i.-I. !. . :::. in
Ain
.s
-I I ii.. 1 ::1:
v la ,a _ , , . .4" :j.,. =
0 - 0 3'
.
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Q = 3.08 cfs (from Culvertmaster)
Curves may not be extrapolated.
Figure 8_06a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
PES-47 (18" OUTLET PIPE)
La = 9'
Do = 1.5'
W1 = 3Do =4.5'
W2 = Do + La = 1.5' + 9' = 10.5'
3 ° '
Outlet w = 0o + La 9 II 14 -.::-:i-"'!1•4
i7 .. jdiameter(Do) 80 . .. 1 .•r1
..I:..1. t: i
La -- . : I., io 4& j r
Tiii__ < 0.50° . : : : i. ::.: :- ..::::i ',II.: '/d lr-ti� .... :;I --- -;�.,.. .. , , �.,I.., Ilil..l. •III ,1'�...
lxv
CI
II.... 11 I. ii i Fir NI • I
:.!.. I. :. :. ... i..---1-: " ler irliiiiirrH:\iii• :h. 11 ill 17:1::
dg
i.r a .a . 1- .0 .,iirr 4
. , . . ..::
All
•
•
iz;
�� 1t..• ; .I:•-• I •; ... . ,,-. . I ,: .i:1. - • II-...1.: 1 I; IaI
j •• I. �. �►�/'. IIM, .; :, IL ;�I�iir' ilml' Kal'
La = 9' 3
I-i, - •
• 1. - :il. 2 f ;i 1..1.. li.. l 1Ir Fir ��cr••Qp
•j,I aNli•.un ' . .. t. -- H . : li: I : 'mi
:I I Fir .;
} is p:. l + 1 II �1i iAd
r .II . .... . i : . 1 , .. :,i s I I:i::: j:.I ,..L b i i 14 111 1 iliFIg0 • ti
{L
! - � . . . . is ���. ...• :;;i• ; .: �;, .,`;:.; .. ,. ! MF
•
: __•IIil ; t -~-----:: I• i t.t it t ----v x' .-- r ^ . .nCil� ��l�', i.i 1.1 a
:.1;.; mmr_doir Fr .
-'I -i,. : i 1 I :1=': - ' ' 1 - '- Y'�20 I :.Nllii✓ I '' iY4d„i ! 't: :,: .- -::f - ::- in
.
" s
111r
- •
v to ,a li ., ..;j.,.' ..-.J:a: . .,. d _ 03,
I
I :. f I ; I I . ... I.... . .
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Q = 5.04 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8_06a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
PES-56 (18" OUTLET PIPE)
La = 9'
Do = 1.5'
W1 = 3Do =4.5'
W2 = Do + La = 1.5' + 9' = 10.5'
3 °
1 •..::I.::I: :I;. : :::I
Outlet W = 0o + La 9 :Ht. :i--!•;4
pipe • ...... ;-k . i pO
diameter(Do) I : k: �••�I
La - 80 . . � :..,... I. �to I� I�
T i 7 iii__ < 0.51)° : . : i l:i�P.� �' I
7
011" 60 !II �I ; .i!'IU .' ;
�2 I. l'.....,I ,�. .I. . . . .L . y 11 ♦. �
,''`' 50 .... I: . .- ...'I'.._,k--ii . I. . . rPl► 1 II '`:i:
.1i •I. •iii. 4�o• ��!i lei I ,� I.4 ri!
4 • � f I .,.. . 4
I ,, ,,.I 1-,' a .. . . a . f tgi .nir
:� I • I ij : I :: i : .,.. ...!. -- :I I:i is l• 4 II r, ii
o.
3 41'' t.. •_ ..f :I I 4 n I'l:. I •11 A. itb
., :l 1 Ft.. ' .':.. i I a ... d � :, 1.. . . .i: _;. :<<1 i-�..I. • �� �frlal
1-_ i.: • I: •' 1 1: I- !'-` ;i; ..;10 -- l;.. 'I., 1 : 1 ! .: ;I k :..i: i '''t.--�if rP','��
j; :i- . 1! .. , - 1. 5-.1. 'd/�/' i•i i•, :,'If. I 4411 iiliil4Iil'
La = 9' I.i, . ,I. .eIII 0! �2 .. . 11. .1 I..,..,ili-. 1 . l , •. . .ii'isooiri,
•
.'�J01 ! .,: t. i, :Eli----»_: , :! I.::: :.i:-_ - I1PiiIiøYA *4Ip1
N-I' 'I, . i . ., .,•, • !...-',.- 'I -- :i I:..:' .1- : k - _ -.y �1101P If ,s`:`hill --
p I i.:: 1,. I b i i I + i p Alt•
� _ :;I-� ... � � ,I. ...., :..�li '`I' ,11 11I1 fI .L ��J1� dA91101,1111;11.1111
�Rkw�� l� 2 �}�
-.I- -- i. . 1 ; . ..,. .;. .... •:I :,. .11. I�i II:1i:1t i1 /! I� 9';1!:* I. VJ
{1 is [ ,. :i1 .. i1.. . ,. 11 M
::il. Li •_-. I. _.4.��i•• ,,,,..v, __ '.fir,'._ " t ..0-.nr AnI
ill`.. �3 :, _a
c,
, !.
... „„...� , .1.i• • E • 1 'ICI' ,i :i
.4,,,,......,e, ..... 4, .:„, , , . ,.,„ ..
in
: - ' t'-• 1 v a 15 1 : i t. .. 1 Il::i`: ... i.; .,.:.I:
r
v to ,a . 1i1. I i.,.' d - 0 3,
� r .i 50
k
I ; I ; ; _ ... k.... ' .
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Q = 3.08 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8.1)6a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

Cabarrus 118 Acre Subdivision
SCS Method Calculation
John Boris 4/2/2024
Project Location: 35.491658, -80.776269
Soil Group: B (Web Soil Survey)
Curve Number: 68 (TR-55)
Drainage Area (Ac):
Left Area: 30.00 Acres
Right Area: 115.7 Acres
Time of Concentration (Tc):
Left Area: 11 min
Right Area: 19 min
25 Year Storm Qpk (cfs):
Left Area: 94.03
Right Area: 292.55

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Wednesday,09/22/2021
Hyd. No. 1
DA Left
Hydrograph type = SCS Runoff Peak discharge = 94.03 cfs
Storm frequency = 25 yrs Time to peak = 12.00 hrs
Time interval = 5 min Hyd. volume = 256,646 cuft
Drainage area = 30.000 ac Curve number = 68
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.00 min
Total precip. = 5.86 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA Left
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 - 50.00
40.00 - 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 '- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Wednesday,09/22/2021
Hyd. No. 2
DA Right
Hydrograph type = SCS Runoff Peak discharge = 292.55 cfs
Storm frequency = 25 yrs Time to peak = 12.08 hrs
Time interval = 5 min Hyd. volume = 1,055,784 cuft
Drainage area = 115.700 ac Curve number = 68
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 19.00 min
Total precip. = 5.86 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA Right
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
320.00 i 320.00
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 I 120.00
80.00 80.00
40.00 40.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

HY-8 Culvert Analysis Report - Culvert 1
Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 290.00 cfs
Design Flow: 292.55 cfs
Maximum Flow: 300.00 cfs
Table 1-Summary of Culvert Flows at Crossing: Crossing 1
Headwater Total Culvert 1 Roadway Iterations
Elevation (ft) Discharge Discharge Discharge
(cfs) (cfs) (cfs)
706.93 290.00 290.00 0.00 1
706.95 291.00 291.00 0.00 1
706.97 292.00 292.00 0.00 1
706.98 292.55 292.55 0.00 1
707.02 294.00 294.00 0.00 1
707.04 295.00 295.00 0.00 1
707.06 296.00 296.00 0.00 1
707.09 297.00 297.00 0.00 1
707.11 298.00 298.00 0.00 1
707.13 299.00 299.00 0.00 1
707.16 300.00 300.00 0.00 1
733.27 708.64 708.64 0.00 Overtopping

Rating Curve Plot for Crossing: Crossing 1
Total Rating Curve
Crossing:Crossing t
730-
^.725-
c
o -
m -
d -
w 720-
a`>
m -
m -
a>
I -
715-
710-
300 350 400 450 500 550 600 650 700 750
Total Discharge(cfs)
Culvert Data: Culvert 1
Table 2-Culvert Summary Table: Culvert 1
Total Culvert Headwa Inlet Outle Flo Norm Critic Outl Tailwa Outle Tailwa
Discha Discha ter Contr t w al al et ter t ter
rge rge Elevatio ol Contr Ty Dept Dept Dep Depth Veloci Velocit
(cfs) (cfs) n (ft) Dept ol pe h (ft) h (ft) th (ft) ty y(ft/s)
h (ft) Dept (ft) (ft/s)
h (ft)
290.00 290.00 706.93 5.93 5.570 7- 3.05 2.96 2.96 1.91 10.50 9.63
cfs cfs M2
c
291.00 291.00 706.95 5.95 5.584 7- 3.05 2.96 2.96 1.92 10.51 9.64
cfs cfs M2
c
292.00 292.00 706.97 5.97 5.598 7- 3.06 2.97 2.97 1.92 10.53 9.65
cfs cfs M2
c
292.55 292.55 706.98 5.98 5.606 7- 3.07 2.97 2.97 1.92 10.54 9.65
cfs cfs M2
c
294.00 294.00 707.02 6.02 5.627 7- 3.08 2.98 2.98 1.93 10.57 9.67

cfs cfs M2
c
295.00 295.00 707.04 6.04 5.641 7- 3.09 2.99 2.99 1.93 10.59 9.67
cfs cfs M2
c
296.00 296.00 707.06 6.06 5.655 7- 3.10 2.99 2.99 1.93 10.61 9.68
cfs cfs M2
c
297.00 297.00 707.09 6.09 5.669 7- 3.10 3.00 3.00 1.94 10.63 9.69
cfs cfs M2
c
298.00 298.00 707.11 6.11 5.683 7- 3.11 3.00 3.00 1.94 10.65 9.70
cfs cfs M2
c
299.00 299.00 707.13 6.13 5.697 7- 3.12 3.01 3.01 1.94 10.67 9.71
cfs cfs M2
c
300.00 300.00 707.16 6.16 5.712 7- 3.13 3.01 3.01 1.95 10.68 9.72
cfs cfs M2
c
Culvert Barrel Data
Culvert Barrel Type Straight Culvert
Inlet Elevation (invert): 701.00 ft,
Outlet Elevation (invert): 696.20 ft
Culvert Length: 183.06 ft,
Culvert Slope: 0.0262

Culvert Performance Curve Plot: Culvert 1
Performance Curve
Culvert:Culvert 1
0 0
Inlet Control Elev Outlet Control Elev
•
A
730-
17.
725-
-
oco
i
a �
w 720-
m - i
3 �
= 715- i""
710-
i
1 1 t i l l i i I I I I I I I !
300 350 400 450 500 550 600 650 700 750
Total Discharge(cfs)

Water Surface Profile Plot for Culvert: Culvert 1
Crossing-Crossing 1,Design Discharge-292.6 cfs
Culvert-Culvert 1,Culvert Discharge-292.6 cfs
735-
730-
725-
720-
0 715-
a -
W -
710-
-- —
705-
700-
695-
I I
-50 0 50 100 150 200
Station(ft)
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 700.00 ft
Outlet Station: 183.00 ft
Outlet Elevation: 695.20 ft
Number of Barrels: 2
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 5.00 ft
Barrel Material: Concrete
Embedment: 12.00 in
Barrel Manning's n: 0.0120 (top and sides)

Manning's n: 0.0350 (bottom)
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall (Ke=0.5)
Inlet Depression: None
Tailwater Data for Crossing: Crossing 1
Table 3- Downstream Channel Rating Curve(Crossing:Crossing 1)
Flow(cfs) Water Velocity Depth (ft) Shear (psf) Froude
Surface (ft/s) Number
Elev(ft)
290.00 698.11 1.91 9.63 2.99 1.43
291.00 698.12 1.92 9.64 2.99 1.43
292.00 698.12 1.92 9.65 3.00 1.43
292.55 698.12 1.92 9.65 3.00 1.43
294.00 698.13 1.93 9.67 3.01 1.43
295.00 698.13 1.93 9.67 3.01 1.43
296.00 698.13 1.93 9.68 3.02 1.43
297.00 698.14 1.94 9.69 3.02 1.43
298.00 698.14 1.94 9.70 3.03 1.44
299.00 698.14 1.94 9.71 3.03 1.44
300.00 698.15 1.95 9.72 3.04 1.44
Tailwater Channel Data - Crossing 1
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 10.00 ft
Side Slope (H:V): 3.00 (_:1)
Channel Slope: 0.0250
Channel Manning's n: 0.0300
Channel Invert Elevation: 696.20 ft
Roadway Data for Crossing: Crossing 1
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 50.00 ft
Crest Elevation: 733.27 ft
Roadway Surface: Paved
Roadway Top Width: 24.00 ft

HY-8 Culvert Analysis Report - Culvert 2
Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 90.00 cfs
Design Flow: 94.03 cfs
Maximum Flow: 100.00 cfs
Table 1-Summary of Culvert Flows at Crossing: Crossing 2
Headwater Total Culvert 1 Roadway Iterations
Elevation (ft) Discharge Discharge Discharge
(cfs) (cfs) (cfs)
710.37 90.00 90.00 0.00 1
710.40 91.00 91.00 0.00 1
710.43 92.00 92.00 0.00 1
710.46 93.00 93.00 0.00 1
710.50 94.03 94.03 0.00 1
710.53 95.00 95.00 0.00 1
710.56 96.00 96.00 0.00 1
710.60 97.00 97.00 0.00 1
710.63 98.00 98.00 0.00 1
710.66 99.00 99.00 0.00 1
710.70 100.00 100.00 0.00 1
736.63 357.78 357.78 0.00 Overtopping

Rating Curve Plot for Crossing: Crossing 2
Total Rating Curve
Crossing:Crossing 2
71070-
710.65-
710.60-
c _
0
710.55-
d
w _
'45 -
io
-g0 710.50-
m
a
710.45-
710.40-
ii it
r r r r r r r r r r r
90 91 92 93 94 95 96 97 98 99 100
Total Discharge(cfs)
Culvert Data: Culvert 2
Table 2-Culvert Summary Table: Culvert 2
Total Culvert Headwa Inlet Outle Flo Norm Critic Outl Tailwa Outle Tailwa
Discha Discha ter Contr t w al al et ter t ter
rge rge Elevatio ol Contr Ty Dept Dept Dep Depth Veloci Velocit
(cfs) (cfs) n (ft) Dept ol pe h (ft) h (ft) th (ft) ty y(ft/s)
h (ft) Dept (ft) (ft/s)
h (ft)
90.00 90.00 710.37 3.77 0.0* 1- 1.74 2.24 1.74 1.35 11.03 7.33
cfs cfs S2n
91.00 91.00 710.40 3.80 0.0* 1- 1.75 2.26 1.75 1.36 11.08 7.35
cfs cfs S2n
92.00 92.00 710.43 3.83 0.0* 1- 1.76 2.27 1.76 1.37 11.13 7.37
cfs cfs S2n
93.00 93.00 710.46 3.86 0.0* 1- 1.77 2.29 1.77 1.38 11.17 7.39
cfs cfs S2n
94.03 94.03 710.50 3.90 0.0* 1- 1.78 2.30 1.78 1.38 11.22 7.42
cfs cfs S2n
95.00 95.00 710.53 3.93 0.0* 1- 1.79 2.32 1.79 1.39 11.26 7.44
cfs cfs S2n
96.00 96.00 710.56 3.96 0.0* 1- 1.80 2.33 1.80 1.40 11.31 7.46

cfs cfs S2n
97.00 97.00 710.60 4.00 0.0* 1- 1.81 2.35 1.80 1.41 11.45 7.48
cfs cfs S2n
98.00 98.00 710.63 4.03 0.0* 5- 1.83 2.36 1.83 1.41 11.39 7.50
cfs cfs S2n
99.00 99.00 710.66 4.06 0.0* 5- 1.84 2.37 1.84 1.42 11.44 7.52
cfs cfs S2n
100.00 100.00 710.70 4.10 0.0* 5- 1.85 2.39 1.85 1.43 11.48 7.54
cfs cfs S2n
* Full Flow Headwater elevation is below inlet invert.
Culvert Barrel Data
Culvert Barrel Type Straight Culvert
Inlet Elevation (invert): 706.60 ft,
Outlet Elevation (invert): 695.00 ft
Culvert Length: 202.26 ft,
Culvert Slope: 0.0574
Culvert Performance Curve Plot: Culvert 2
Performance Curve
Culvert Culvert 1
© 0
Inlet Control Elev Outlet Control Elev
711-
- • - • • • •-0 • • • •
710-
709-
708-
c 707-
o -
m -
w 706-
w -
a -
it, 705-
-o -
m
= 704 _
703-
702-
A A
701- A A A A
A--- -- A
HI I I I I I I I I I I I I 1 1 1 �� Lt_ I II I I
90 91 92 93 94 95 96 97 98 99 100
Total Discharge(cfs)

Water Surface Profile Plot for Culvert: Culvert 2
Crossing-Crossing 2,Design Discharge-94.0 cfs
Culvert-Culvert 1,Culvert Discharge-94.0 cfs
735-
730-
725-
720-
-
5 -
';715-
a -
W -
710-
705-
700-
•
695- by :
I L._L i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
-50 0 50 100 150 200 250
Station(ft)
Site Data - Culvert 2
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 705.60 ft
Outlet Station: 201.93 ft
Outlet Elevation: 694.00 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 2
Barrel Shape: Circular
Barrel Diameter: 5.00 ft
Barrel Material: Concrete
Embedment: 12.00 in
Barrel Manning's n: 0.0120 (top and sides)

Manning's n: 0.0350 (bottom)
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall (Ke=0.5)
Inlet Depression: None
Tailwater Data for Crossing: Crossing 2
Table 3- Downstream Channel Rating Curve(Crossing:Crossing 2)
Flow(cfs) Water Velocity Depth (ft) Shear (psf) Froude
Surface (ft/s) Number
Elev(ft)
90.00 696.35 1.35 7.33 2.11 1.34
91.00 696.36 1.36 7.35 2.13 1.34
92.00 696.37 1.37 7.37 2.14 1.34
93.00 696.38 1.38 7.39 2.15 1.34
94.03 696.38 1.38 7.42 2.16 1.34
95.00 696.39 1.39 7.44 2.17 1.34
96.00 696.40 1.40 7.46 2.18 1.34
97.00 696.41 1.41 7.48 2.19 1.34
98.00 696.41 1.41 7.50 2.21 1.34
99.00 696.42 1.42 7.52 2.22 1.34
100.00 696.43 1.43 7.54 2.23 1.34
Tailwater Channel Data - Crossing 2
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 5.00 ft
Side Slope (H:V): 3.00 (_:1)
Channel Slope: 0.0250
Channel Manning's n: 0.0300
Channel Invert Elevation: 695.00 ft
Roadway Data for Crossing: Crossing 2
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 50.00 ft
Crest Elevation: 736.63 ft
Roadway Surface: Paved
Roadway Top Width: 24.00 ft

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run Subdivision
3.2 Appendix 2 — Environmental Permitting Documentation
if Dewberry- EROSION & SEDIMENTATION CONTROL CALCULATIONS 11

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
STATE ry
ROY COOPER '
Governor ier2
t
ELIZABETH S.BISER
Secretary r�p+p+N°�
RICHARD E.ROGERS,JR. NORTH CAROLINA
Director Environmental Quality
August 24, 2022
DWR#22-0822
Cabarrus County
Boulder Run, LLC
Attn:Jay Shott
104 Onslaw Ct.
Mooresville, NC 28117
sent via email to: [e-mail]
Subject: Approval of Individual 401 Water Quality Certification
Boulder Run Project
Dear Jay Shott:
Attached hereto is a copy of Certification No. WQC005110 issued to Jay Shott and Boulder Run, LLC, dated
August 24, 2022. This approval is for the purpose and design described in your application.The plans and
specifications for this project are incorporated by reference as part of this Water Quality Certification. If
you change your project,you must notify the Division and you may be required to submit a new
application package with the appropriate fee. If the property is sold,the new owner must be given a copy
of this Certification and is responsible for complying with all conditions. [15A NCAC 02H .0507(d)(2)].
This Water Quality Certification does not relieve the permittee of the responsibility to obtain all other
required Federal,State, or Local approvals before proceeding with the project, including those required
by, but not limited to, Sediment and Erosion Control, Non-Discharge, Water Supply Watershed, and
Trout Buffer regulations.
This Water Quality Certification neither grants nor affirms any property right, license, or privilege in any
lands or waters, or any right of use in any waters. This Water Quality Certification does not authorize
any person to interfere with the riparian rights, littoral rights, or water use rights of any other person
and does not create any prescriptive right or any right of priority regarding any usage of water. This
Water Quality Certification shall not be interposed as a defense in any action respecting the
determination of riparian or littoral rights or other rights to water use. No consumptive user is deemed
by virtue of this Water Quality Certification to possess any prescriptive or other right of priority with
respect to any other consumptive user regardless of the quantity of the withdrawal or the date on which
the withdrawal was initiated or expanded.
Upon the presentation of proper credentials,the Division may inspect the property.
This Water Quality Certification shall expire on the same day as the expiration date of the corresponding
Section 404 Permit. The conditions shall remain in effect for the life of the project, regardless of the
expiration date of this Water Quality Certification.
North Carolina Department of Environmental Quality I Division of Water Resources
512 North Salisbury Street 11617 Mail Service Center I Raleigh,North Carolina 27699-1617
NORTH CAROLING 919.707.9000
nnM Department of EmltaY Onnuy�

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run, LLC
DWR# 20220822
Individual Certification #WQC005110
Page 2 of 13
Non-compliance with or violation of the conditions herein set forth may result in revocation of this
Water Quality Certification for the project and may also result in criminal and/or civil penalties.
If you are unable to comply with any of the conditions of this Water Quality Certification you must notify
the Mooresville Regional Office within 24 hours(or the next business day if a weekend or holiday)from
the time the permittee becomes aware of the circumstances.
The permittee shall report to the Mooresville Regional Office any noncompliance with, and/or any
violation of, stream or wetland standards [15A NCAC 02B .0200] including but not limited to sediment
impacts to streams or wetlands. Information shall be provided orally within 24 hours (or the next
business day if a weekend or holiday)from the time the permittee became aware of the non-compliance
circumstances.
This approval and its conditions are final and binding unless contested [G.S. 143-215.5]. Please be aware
that impacting waters without first applying for and securing the issuance of a 401 Water Quality
Certification violates Title 15A of the North Carolina Administrative Code (NCAC) 2H .0500. Title 15A
NCAC 2H .0500 requires certifications pursuant to Section 401 of the Clean Water Act whenever
construction or operation of facilities will result in a discharge into navigable waters, including wetlands,
as described in 33 Code of Federal Regulations (CFR) Part 323. It also states any person desiring
issuance of the State certification or coverage under a general certification required by Section 401 of
the Federal Water Pollution Control Act shall file with the Director of the North Carolina Division of
Water Quality. Pursuant to G.S. 143-215.6A,these violations and any future violations are subject to a
civil penalty assessment of up to a maximum of$25,000.00 per day for each violation.
This Certification can be contested as provided in Chapter 150B of the North Carolina General Statutes by
filing a Petition for a Contested Case Hearing (Petition) with the North Carolina Office of Administrative
Hearings (OAH)within sixty(60)calendar days. Requirements for filing a Petition are set forth in Chapter
150B of the North Carolina General Statutes and Title 26 of the North Carolina Administrative Code.
Additional information regarding requirements for filing a Petition and Petition forms may be accessed at
http://www.ncoah.com/or by calling the OAH Clerk's Office at [phone].
A party filing a Petition must serve a copy of the Petition on:
William F. Lane, General Counsel
Department of Environmental Quality
1601 Mail Service Center
Raleigh, NC 27699-1601
If the party filing the Petition is not the permittee, then the party must also serve the recipient of the
Certification in accordance with N.C.G.S 150B-23(a).
This letter completes the Division's review under section 401 of the Clean Water Act and 15A NCAC 02H
.0500. Please contact Doug Perez at 704-743-6872 or [e-mail] if you have any questions
or concerns.
D_E Q cep" North Carolina Department of Environmental Quality I Division of Water Resources
512 North Salisbury Street 11617 Mail Service Center I Raleigh,North Carolina 27699-1617
NORni CARO:rvn 919.707.9000
oenenn,em o,Environmental oeeiO

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run, LLC
DWR# 20220822
Individual Certification #WQC005110
Page 3 of 13
Sincerely,
(—DocuSigned by:
A 44444i1 H P444.4 for
—F161FB69A2D84A3...
W. Corey Basinger, Regional Supervisor
Water Quality Regional Operations Section
Mooresville Regional Office, DEQ
Electronic cc: Dan Lutheran, SEGI, [e-mail]
Krysta Stygar, USACE Regulatory Field Office, [e-mail]
Todd Bowers, EPA, [e-mail]
DWR 401 & Buffer Permitting Branch Electronic file
„/ D North Carolina Department of Environmental Quality I Division of Water Resources
rr/ 512 North Salisbury Street 11617 Mail Service Center I Raleigh,North Carolina 27699-1617
',OAT,I CARO:NA 919.707.9000
oenenn,em o,Environmental oeeiO

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run, LLC
DWR# 20220822
Individual Certification #WQC005110
Page 4 of 13
NORTH CAROLINA 401 WATER QUALITY CERTIFICATION
CERTIFICATION #WQC005110 is issued in conformity with the requirements of Section 401, Public Laws
92-500 and 95-217 of the United States and subject to North Carolina's Regulations in 15 NCAC 02H .0500
and 15A NCAC 02B .0200,to Jay Shott and Boulder Run, LLC, who have authorization for the impacts listed
below, as described within your application received by the N.C. Division of Water Resources (Division) on
June 15, 2022, and subsequent information on August 15, 2022, and by Public Notice issued by the U. S.
Army Corps of Engineers on June 17, 2022.
The State of North Carolina certifies that this activity will comply with water quality requirements and
the applicable portions of Sections 301, 302, 303, 306, 307 of the Public Laws 92-500 and PL 95-217 if
conducted in accordance with the application,the supporting documentation, and conditions
hereinafter set forth.
The following impacts are hereby approved. No other impacts are approved, including incidental
impacts. [15A NCAC 02H .0506(b)]
Type of Impact Amount Approved (units) Amount Approved (units)
Permanent Temporary
Stream - Perennial
Culvert 205 (linear feet) 40 (linear feet)
This approval requires you to follow the conditions listed in the certification below.
CONDITIONS OF CERTIFICATION [15A NCAC 02H .0507(c)]:
1. Stormwater Management:The applicant may provide documentation that the project will not
impair water quality to the receiving stream(s) from stormwater runoff or provide an approved
stormwater management plan. Any high density project and/or project that exceeds density
thresholds must provide a stormwater management plan for the entire project, for review and
approval including all forms and pertinent items that complies with the high density
development requirements. Low density development shall meet all condition for stormwater
management required by the state and be reviewed if required. The plan may be approved by
the Division, State Stormwater Program or a local delegated authority.The plan shall consider
the impact of the volume and velocity of discharge and runoff to the receiving stream and
adjacent riparian areas to prevent scouring and erosions of the features.
Citation:15A NCAC 02U.1017, 15A NAC 02H.1003(2)(a), 15 NCAC 028.0614 (8), 15A NCAC 028
.0607(h)
Justification:In order to protect against impairment of water quality standards and best usage of
receiving and downstream waters, water quality based management practices must be
employed to protect against direct or indirect discharge of waste or other sources of water
pollution. Surface water quality standards require that conditions of waters be suitable for all
best uses provided for in state rule(including, at minimum:aquatic life propagation, survival,
Nalia rtmt of Environmental Quality I Division of Water Resources
, . —?)
512orth NortCh Carolina SalisburynDepa Streeten 11617 Mail Service Center I Raleigh,North Carolina 27699-1617
NORTH CAROLINA D_E
Department of Environmental Out\ /� 919.707.9000

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run, LLC
DWR# 20220822
Individual Certification #WQC005110
Page 5 of 13
and maintenance of biological integrity, wildlife, secondary contact recreation, agriculture)and
that activities must not cause water pollution that precludes any best use on a short-term or
long-term basis. In determining that the proposed activity will comply with state water quality
standards (including designated uses, numeric criteria, narrative criteria and the state's
antidegradation policy), the Division must evaluate if the activity has avoided and minimized
impacts to waters, would cause or contribute to a violation of standards, or would result in
secondary or cumulative impacts
2. Diversion Ditches and other storm water conveyances as related to the sediment and erosion
control measures shall be matted and/or stabilized to reduce sediment loss and turbidity.This
includes interior/exterior slopes of sediment basins.
Citation:15A NCAC 02H.0506(b)(3)and(c)(3)
Justification: Failure to reduce erosion of runoff conveyances and to provide for maximum
reduction of erosion on areas not related to ongoing construction, shortens basin holding times,
increases turbidity of discharge and creates a greater potential of bypass discharge.
3. Bare/fill slopes in excess of 10 feet in height and within 30 feet of surface waters shall be
matted.
Citation:15A NCAC 02H.0506(b)(1) and 15A NCAC 02H.502(c)
Justification:A project that affects waters shall not be permitted unless the existing uses, and the
water quality to protect such uses, are protected. In determining that the proposed activity will
comply with state water quality standards(including designated uses, numeric criteria, narrative
criteria and the state's antidegradation policy), the Division must evaluate if the activity has
avoided and minimized impacts to waters, would cause or contribute to a violation of standards
or would result in secondary or cumulative impacts
4. The permittee shall report to the DWR Mooresville Regional Office any noncompliance with,
and/or any violation of, stream or wetland standards [15A NCAC 02B .0200], including but not
limited to sediment impacts to streams or wetlands. Information shall be provided orally within
24 hours (or the next business day if a weekend or holiday)from the time the permittee became
aware of the non-compliance circumstances.
Citation: 15A NCAC 02H.0506(b);15A NCAC 02H.0507(c)
Justification: Timely reporting of non-compliance is important in identifying and minimizing
detrimental impacts to water quality and avoiding impacts due to water pollution that precludes
any best use on a short-term or long-term basis.
5. No waste, spoil, solids, or fill of any kind shall occur in wetlands or waters beyond the footprint
of the approved impacts (including temporary impacts).
Citation: 15A NCAC 02H.0506;15A NCAC 02H.0507(c)
Nalia rtmt of Environmental Quality I Division of Water Resources
, . —?)
512orth NortCh Carolina SalisburynDepa Streeten 11617 Mail Service Center I Raleigh,North Carolina 27699-1617
NORTH CAROLI D_E
ow.mwntofemronm.MrOu�\ /� 919.707.9000

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run, LLC
DWR# 20220822
Individual Certification #WQC005110
Page 6 of 13
Justification:Surface water quality standards require that conditions of waters be suitable for all
best uses provided for in state rule(including, at minimum:aquatic life propagation, survival,
and maintenance of biological integrity; wildlife;secondary contact recreation;agriculture);and
that activities must not cause water pollution that precludes any best use on a short-term or
long-term basis.
6. All activities shall be in compliance with any applicable State Regulated Riparian Buffer Rules in
Chapter 2B of Title 15A in the North Carolina Administrative Code.
Citation: 15A NCAC 02H.0506(b);15A NCAC 02H.0507(c)
Justification: The referenced Riparian Buffer rules were adopted to address water quality
impairments and further protect existing uses.
7. When applicable, all construction activities shall be performed and maintained in full
compliance with G.S. Chapter 113A Article 4 (Sediment and Pollution Control Act of 1973).
Regardless of applicability of the Sediment and Pollution Control Act, all projects shall
incorporate appropriate Best Management Practices for the control of sediment and erosion so
that no violations of state water quality standards, statutes, or rules occur.
Design, installation, operation, and maintenance of all sediment and erosion control measures
shall be equal to or exceed the requirements specified in the most recent version of the North
Carolina Sediment and Erosion Control Manual, or for linear transportation projects,the North
Caroline Department of Transportation Sediment and Erosion Control Manual.
All devices shall be maintained on all construction sites, borrow sites, and waste pile (spoil) sites,
including contractor-owned or leased borrow pits associated with the project. Sufficient
materials required for stabilization and/or repair of erosion control measures and stormwater
routing and treatment shall be on site at all times.
For borrow pit sites,the erosion and sediment control measures shall be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Surface Mining Manual. Reclamation measures and implementation shall comply with the
reclamation in accordance with the requirements of the Sedimentation Pollution Control Act
and the Mining Act of 1971.
If the project occurs in waters or watersheds classified as Primary Nursery Areas (PNAs), SA, WS-
I, WS-II, High Quality Waters (HQW), or Outstanding Resource Waters (ORW),then the
sedimentation and erosion control designs shall comply with the requirements set forth in 15A
NCAC 04B .0124, Design Standards in Sensitive Watersheds.
Citation: 15A NCAC 02H.0506(b);15A NCAC 02H.0507(c);15A NCACO2B.0200;15A NCAC 02B
.0231
Justification:A project that affects waters shall not be permitted unless the existing uses, and the
water quality to protect such uses, are protected. Activities must not cause water pollution that
precludes any best use on a short-term or long-term basis.As cited in Stream Standards: (12)
Oils, deleterious substances, or colored or other wastes:only such amounts as shall not render
the waters injurious to public health, secondary recreation, or to aquatic life and wildlife, or
N Carolina Department of Environmental Quality I Division of Water Resources
, . —?)
512orth North Salisbury Street 11617 Mail Service Center I Raleigh,North Carolina 27699-1617
NORTH CAROLI D_E
ow.mwntofemronm.MrOu�\ /� 919.707.9000

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run, LLC
DWR# 20220822
Individual Certification #WQC005110
Page 7 of 13
adversely affect the palatability of fish, aesthetic quality, or impair the waters for any designated
uses;and(21) turbidity in the receiving water shall not exceed 50 Nephelometric Turbidity Units
(NTU)in streams not designated as trout waters and 10 NTU in streams, lakes, or reservoirs
designated as trout waters;for lakes and reservoirs not designated as trout waters, the turbidity
shall not exceed 25 NTU;if turbidity exceeds these levels due to natural background conditions,
the existing turbidity level shall not be increased. As cited in Wetland Standards:(c)(1)Liquids,
fill or other solids, or dissolved gases shall not be present in amounts that may cause adverse
impacts on existing wetland uses;and(3)Materials producing color or odor shall not be present
in amounts that may cause adverse impacts on existing wetland uses.
8. Sediment and erosion control measures shall not be installed in wetland or waters except within
the footprint of temporary or permanent impacts otherwise authorized by this Certification. If
placed within authorized impact areas,then placement of such measures shall not be conducted
in a manner that results in dis-equilibrium of any wetlands, streambeds, or streambanks. Any
silt fence installed within wetlands shall be removed from wetlands and the natural grade
restored within two (2) months of the date that DEMLR or locally delegated program has
released the specific area within the project to ensure wetland standards are maintained upon
completion of the project.
Citation: 15A NCAC 02H.0506(b);15A NCAC 02H.0507(c);15A NCAC 028.0200;15A NCAC 028
.0231
Justification:A project that affects waters shall not be permitted unless the existing uses, and the
water quality to protect such uses, are protected. Activities must not cause water pollution that
precludes any best use on a short-term or long-term basis.As cited in Stream Standards: (12)
Oils, deleterious substances, or colored or other wastes:only such amounts as shall not render
the waters injurious to public health, secondary recreation, or to aquatic life and wildlife, or
adversely affect the palatability of fish, aesthetic quality, or impair the waters for any designated
uses;and(21) turbidity in the receiving water shall not exceed 50 Nephelometric Turbidity Units
(NTU)in streams not designated as trout waters and 10 NTU in streams, lakes, or reservoirs
designated as trout waters;for lakes and reservoirs not designated as trout waters, the turbidity
shall not exceed 25 NTU;if turbidity exceeds these levels due to natural background conditions,
the existing turbidity level shall not be increased. As cited in Wetland Standards: (c)(1)Liquids,
fill or other solids, or dissolved gases shall not be present in amounts that may cause adverse
impacts on existing wetland uses;and(3)Materials producing color or odor shall not be present
in amounts that may cause adverse impacts on existing wetland uses.
9. Erosion control matting that incorporates plastic mesh and/or plastic twine shall not be used
along streambanks or within wetlands.
Citation: 15A NCAC 02H.0506(b); 15A NCAC 02H.0507(c)
Justification:A project that affects waters shall not be permitted unless the existing uses
(including aquatic life propagation and biological integrity), and the water quality to protect
such uses, are protected. Protections are necessary to ensure any remaining surface waters or
wetlands, and any surface waters or wetlands downstream, continue to support existing uses
during and after project completion. The Division must evaluate if the activity has avoided and
Nalia rtmt of Environmental Quality I Division of Water Resources
, . —?)
512orth NortCh Carolina SalisburynDepa Streeten 11617 Mail Service Center I Raleigh,North Carolina 27699-1617
NORTH CAROLI D_E
Department of Environmental Out\ /� 919.707.9000

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run, LLC
DWR# 20220822
Individual Certification #WQC005110
Page 8 of 13
minimized impacts to waters, would cause or contribute to a violation of standards, or would
result in secondary or cumulative impacts.
10. If the project is covered by NPDES Construction Stormwater Permit Number NCG010000 or
NPDES Construction Stormwater Permit Number NCG250000,full compliance with permit
conditions including the erosion &sedimentation control plan, inspections and maintenance,
self-monitoring, record keeping and reporting requirements is required.
Citation: 15A NCAC 02H.0506(b); 15A NCAC 02H.0507(c);15A NCAC 026.0200;15A NCAC 026
.0231
Justification:A project that affects waters shall not be permitted unless the existing uses, and the
water quality to protect such uses, are protected. Activities must not cause water pollution that
precludes any best use on a short-term or long-term basis.As cited in Stream Standards: (12)
Oils, deleterious substances, or colored or other wastes:only such amounts as shall not render
the waters injurious to public health, secondary recreation, or to aquatic life and wildlife, or
adversely affect the palatability of fish, aesthetic quality, or impair the waters for any designated
uses;and(21) turbidity in the receiving water shall not exceed 50 Nephelometric Turbidity Units
(NTU)in streams not designated as trout waters and 10 NTU in streams, lakes, or reservoirs
designated as trout waters;for lakes and reservoirs not designated as trout waters, the turbidity
shall not exceed 25 NTU;if turbidity exceeds these levels due to natural background conditions,
the existing turbidity level shall not be increased. As cited in Wetland Standards: (c)(1)Liquids,
fill or other solids, or dissolved gases shall not be present in amounts that may cause adverse
impacts on existing wetland uses;and(3)Materials producing color or odor shall not be present
in amounts that may cause adverse impacts on existing wetland uses.
11. All work in or adjacent to streams shall be conducted so that the flowing stream does not come
in contact with the disturbed area. Approved best management practices from the most current
version of the NC Sediment and Erosion Control Manual, or the NC Department of
Transportation Construction and Maintenance Activities Manual, such as sandbags, rock berms,
cofferdams, and other diversion structures shall be used to minimize excavation in flowing
water.
Citation: 15A NCAC 02H.0506(b);15A NCAC 02H.0507(c);15A NCAC 026.0200
Justification:Surface water quality standards require that conditions of waters be suitable for all
best uses provided for in state rule, and that activities must not cause water pollution that
precludes any best use on a short-term or long-term basis. As cited in Stream Standards: (12)
Oils, deleterious substances, or colored or other wastes: only such amounts as shall not render
the waters injurious to public health, secondary recreation, or to aquatic life and wildlife, or
adversely affect the palatability of fish, aesthetic quality, or impair the waters for any designated
uses;and(21) turbidity in the receiving water shall not exceed 50 Nephelometric Turbidity Units
(NTU)in streams not designated as trout waters and 10 NTU in streams, lakes, or reservoirs
designated as trout waters;for lakes and reservoirs not designated as trout waters, the turbidity
shall not exceed 25 NTU;if turbidity exceeds these levels due to natural background conditions,
the existing turbidity level shall not be increased.
N Carolina Department of Environmental Quality I Division of Water Resources
, . —?)
512orth North Salisbury Street 11617 Mail Service Center I Raleigh,North Carolina 27699-1617
NORTH CAROLI D_E
ow.mwntofemronm.MrOu�\ /� 919.707.9000

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run, LLC
DWR# 20220822
Individual Certification #WQC005110
Page 9 of 13
12. Culverts shall be designed and installed in such a manner that the original stream profiles are
not altered and allow for aquatic life movement during low flows. The dimension, pattern, and
profile of the stream above and below a pipe or culvert shall not be modified by widening the
stream channel or by reducing the depth of the stream in connection with the construction
activity. The width, height, and gradient of a proposed culvert shall be such as to pass the
average historical low flow and spring flow without adversely altering flow velocity. If the width
of the culvert is wider than the stream channel,the culvert shall include multiple boxes/pipes,
baffles, benches and/or sills to maintain the natural width of the stream channel. If multiple
culverts/pipes/barrels are used, low flows shall be accommodated in one culvert/pipe and
additional culverts/pipes shall be installed such that they receive only flows above bankfull.
Placement of culverts and other structures in streams shall be below the elevation of the
streambed by one foot for all culverts with a diameter greater than 48 inches, and 20%of the
culvert diameter for culverts having a diameter less than or equal to 48 inches,to allow low flow
passage of water and aquatic life. If the culvert outlet is submerged within a pool or scour hole
and designed to provide for aquatic passage,then culvert burial into the streambed is not
required.
For structures less than 72" in diameter/width, and topographic constraints indicate culvert
slopes of greater than 2.5%culvert burial is not required, provided that all alternative options
for flattening the slope have been investigated and aquatic life movement/connectivity has
been provided when possible (e.g. rock ladders, cross-vanes, sills, baffles etc.). Notification,
including supporting documentation to include a location map of the culvert, culvert profile
drawings, and slope calculations, shall be provided to DWR 30 calendar days prior to the
installation of the culvert.
When bedrock is present in culvert locations, culvert burial is not required, provided that there
is sufficient documentation of the presence of bedrock. Notification, including supporting
documentation such as a location map of the culvert,geotechnical reports, photographs, etc.
shall be provided to DWR a minimum of 30 calendar days prior to the installation of the culvert.
If bedrock is discovered during construction,then DWR shall be notified by phone or email
within 24 hours of discovery.
Installation of culverts in wetlands shall ensure continuity of water movement and be designed
to adequately accommodate high water or flood conditions. When roadways, causeways, or
other fill projects are constructed across FEMA-designated floodways or wetlands, openings
such as culverts or bridges shall be provided to maintain the natural hydrology of the system as
well as prevent constriction of the floodway that may result in destabilization of streams or
wetlands.
The establishment of native woody vegetation and other soft stream bank stabilization
techniques shall be used where practicable instead of rip-rap or other bank hardening methods.
Citation: 15A NCAC 02H.0506(b); 15A NCAC 02H.0507(c)
Justification: Surface water quality standards require that conditions of waters be suitable for all
best uses provided for in state rule, and that activities must not cause water pollution that
precludes any best use on a short-term or long-term basis. Ensuring that structures are installed
Nalia rtmt of Environmental Quality I Division of Water Resources
, . —?)
512orth NortCh Carolina SalisburynDepa Streeten 11617 Mail Service Center I Raleigh,North Carolina 27699-1617
NORTH CAROLI D_E
ow.mwntofemronm.MrOu�\ /� 919.707.9000

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run, LLC
DWR# 20220822
Individual Certification #WQC005110
Page 10 of 13
properly in waters will ensure that surface water quality standards are met and conditions of
waters are suitable for all best uses.
13. If concrete is used during construction,then all necessary measures shall be taken to prevent
direct contact between uncured or curing concrete and waters of the state. Water that
inadvertently contacts uncured concrete shall not be discharged to waters of the state.
Citation: 15A 02H.0506(b); 15A NCAC 02H.0507(c);15A NCAC 028.0200;15A NCAC 028.0231
Justification:A project that affects waters shall not be permitted unless the existing uses, and the
water quality to protect such uses, are protected. Activities must not cause water pollution that
precludes any best use on a short-term or long-term basis.As cited in Stream Standards: (12)
Oils, deleterious substances, or colored or other wastes:only such amounts as shall not render
the waters injurious to public health, secondary recreation, or to aquatic life and wildlife, or
adversely affect the palatability of fish, aesthetic quality, or impair the waters for any designated
uses.As cited in Wetland Standards: (c)(1)Liquids,fill or other solids, or dissolved gases shall not
be present in amounts that may cause adverse impacts on existing wetland uses;and(3)
Materials producing color or odor shall not be present in amounts that may cause adverse
impacts on existing wetland uses.
14. All proposed and approved temporary fill and culverts shall be removed and the impacted area
shall be returned to natural conditions within 60 calendar days after the temporary impact is no
longer necessary. The impacted areas shall be restored to original grade, including each
stream's original cross-sectional dimensions, planform pattern, and longitudinal bed profile. All
temporarily impacted sites shall be restored and stabilized with native vegetation.
Citation: 15A NCAC 02H.0506(b);15A NCAC 02H.0507(c)
Justification:A project that affects waters shall not be permitted unless the existing uses, and the
water quality to protect such uses, are protected. Protections are necessary to ensure any
remaining surface waters or wetlands, and any surface waters or wetlands downstream,
continue to support existing uses after project completion.
15. All proposed and approved temporary pipes/culverts/rip-rap pads etc. in streams or wetlands
shall be installed as outlined in the most recent edition of the North Carolina Sediment and
Erosion Control Planning and Design Manual or the North Carolina Surface Mining Manual or
the North Carolina Department of Transportation Best Management Practices for Construction
and Maintenance Activities so as not to restrict stream flow or cause dis-equilibrium during use
of this Certification.
Citation: 15A NCAC 02H.0506(b); 15A NCAC 02H.0507(c)
Justification:Surface water quality standards require that conditions of waters be suitable for all
best uses provided for in state rule, and that activities must not cause water pollution that
precludes any best use on a short-term or long-term basis. Ensuring that structures are installed
properly in waters will ensure that surface water quality standards are met and conditions of
waters are suitable for all best uses.
Nalia rtmt of Environmental Quality I Division of Water Resources
, . —?)
512orth NortCh Carolina SalisburynDepa Streeten 11617 Mail Service Center I Raleigh,North Carolina 27699-1617
NORTH CAROLI D_E
Department of Environmental Out\ /� 919.707.9000

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run, LLC
DWR# 20220822
Individual Certification #WQC005110
Page 11 of 13
16. Any rip-rap required for proper culvert placement, stream stabilization, or restoration of
temporarily disturbed areas shall be restricted to the area directly impacted by the approved
construction activity. All rip-rap shall be placed such that the original streambed elevation and
streambank contours are restored and maintained and shall consist of clean rock or masonry
material free of debris or toxic pollutants. Placement of rip-rap or other approved materials
shall not result in de-stabilization of the stream bed or banks upstream or downstream of the
area or be installed in a manner that precludes aquatic life passage.
Citation: 15A NCAC 02H.0506(b);15A NCAC 02H.0507(c)
Justification:Surface water quality standards require that conditions of waters be suitable for all
best uses provided for in state rule, and that activities must not cause water pollution that
precludes any best use on a short-term or long-term basis. The Division must evaluate if the
activity has avoided and minimized impacts to waters, would cause or contribute to a violation
of standards, or would result in secondary or cumulative impacts.
17. All mechanized equipment operated near surface waters shall be inspected and maintained
regularly to prevent contamination of surface waters from fuels, lubricants, hydraulic fluids, or
other toxic materials. Construction shall be staged in order to minimize the exposure of
equipment to surface waters to the maximum extent practicable. Fueling, lubrication, and
general equipment maintenance shall be performed in a manner to prevent,to the maximum
extent practicable, contamination of surface waters by fuels and oils.
Citation: 15A NCAC 02H.0506(b);15A NCAC 02H.0507(c); 15A NCAC 028.0200;15A NCAC 028
.0231
Justification:A project that affects waters shall not be permitted unless the existing uses, and the
water quality to protect such uses, are protected. Activities must not cause water pollution that
precludes any best use on a short-term or long-term basis.As cited in Stream Standards: (12)
Oils, deleterious substances, or colored or other wastes: only such amounts as shall not render
the waters injurious to public health, secondary recreation, or to aquatic life and wildlife, or
adversely affect the palatability of fish, aesthetic quality, or impair the waters for any designated
uses.As cited in Wetland Standards: (c)(1)Liquids,fill or other solids, or dissolved gases shall not
be present in amounts that may cause adverse impacts on existing wetland uses;and(3)
Materials producing color or odor shall not be present in amounts that may cause adverse
impacts on existing wetland uses.
18. Heavy equipment working in wetlands shall be placed on mats or other measures shall be taken
to minimize soil disturbance and compaction.
Citation: 15A NCAC 02H.0506(b);15A NCAC 02H.0507(c); 15A NCAC 028.0231
Justification: Wetland standards require maintenance or enhancement of existing uses of
wetlands such that hydrologic conditions necessary to support natural biological and physical
characteristics are protected;populations of wetland flora and fauna are maintained to protect
biological integrity of the wetland;and materials or substances are not present in amounts that
may cause adverse impact on existing wetland uses.
N Carolina Department of Environmental Quality I Division of Water Resources
, . —?)
512orth North Salisbury Street 11617 Mail Service Center I Raleigh,North Carolina 27699-1617
NORTH CAROLI D_E
Department of Environmental Out\ /� 919.707.9000

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run, LLC
DWR# 20220822
Individual Certification #WQC005110
Page 12 of 13
19. In accordance with 143-215.85(b),the permittee shall report any petroleum spill of 25 gallons or
more; any spill regardless of amount that causes a sheen on surface waters; any petroleum spill
regardless of amount occurring within 100 feet of surface waters; and any petroleum spill less
than 25 gallons that cannot be cleaned up within 24 hours.
Citation: 15A NCAC 02H.0507(c);N.C.G.S 143-215.85(b)
Justification:Person(s)owning or having control over oil or other substances upon notice of
discharge must immediately notify the Department, or any of its agents or employees, of the
nature, location, and time of the discharge and of the measures which are being taken or are
proposed to be taken to contain and remove the discharge. This action is required in order to
contain or divert the substances to prevent entry into the surface waters. Surface water quality
standards require that conditions of waters be suitable for all best uses provided for in state rule
(including, at minimum:aquatic life propagation, survival, and maintenance of biological
integrity; wildlife;secondary contact recreation;agriculture); and that activities must not cause
water pollution that precludes any best use on a short-term or long-term basis.
20. The permittee and their authorized agents shall conduct all activities in a manner consistent
with State water quality standards (including any requirements resulting from compliance with
§303(d) of the Clean Water Act), and any other appropriate requirements of State and Federal
Law.
Citation: 15A NCAC 02H.0506(b);15A NCAC 02H.0507(c)
Justification:Surface water quality standards require that conditions of waters be suitable for all
best uses provided for in state rule, and that activities must not cause water pollution that
precludes any best use on a short-term or long-term basis. The Division must evaluate if the
activity has avoided and minimized impacts to waters, would cause or contribute to a violation
of standards, or would result in secondary or cumulative impacts.
21. The permittee shall require its contractors and/or agents to comply with the terms and
conditions of this certification in the construction and maintenance of this project, and shall
provide each of its contractors and/or agents associated with the construction or maintenance
of this project with a copy of this Water Quality Certification. A copy of this Water Quality
Certification shall be available at the project site during the construction and maintenance of
this project.
Citation:15A NCAC 02H.0506(b);15A NCAC 02H.0507(c)
Justification: Those actually performing the work should be aware of the requirements of this
401 Water Quality Certification to minimize water quality impacts.
This approval to proceed with your proposed impacts or to conduct impacts to waters as depicted in
your application shall expire upon expiration of the 404 Permit. The conditions in effect on the date of
issuance shall remain in effect for the life of the project, regardless of the expiration date of this
Certification. [15A NCAC 02H .0507(c)]
Nalia rtmt of Environmental Quality I Division of Water Resources
, . —?)
512orth NortCh Carolina SalisburynDepa Streeten 11617 Mail Service Center I Raleigh,North Carolina 27699-1617
NORTH CAROLI D_E
ow.mwntofemronm.MrOu�\ /� 919.707.9000

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run, LLC
DWR# 20220822
Individual Certification #WQC005110
Page 13 of 13
This,the 24th day of August 2022
(—DocuSigned by:
A ,41.4v H Pal,t4for
F161FB69A2D84A3.-.
W. Corey Basinger, Regional Supervisor
Water Quality Regional Operations Section
Mooresville Regional Office, DEQ
„/ D North Carolina Department of Environmental Quality I Division of Water Resources
rr/ 512 North Salisbury Street 11617 Mail Service Center I Raleigh,North Carolina 27699-1617
NORnI CARO:NA J 919.707.9000
Department o,Environmental(Malay

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run Subdivision
3.3 Appendix 3 — Skimmer Sediment Basin and Sediment Trap Calculations
if Dewberry- EROSION & SEDIMENTATION CONTROL CALCULATIONS 12

Skimmer Basin#1
Note:The skimmer basins were designed based on worst case scenario
Okay
PHASE 2
152024 Disturbed Area(SF) Top Pond 803 PHASE 1
3.49 Disturbed Area(Acres) Bot Pond 798 152024 Disturbed Area(SF)
0.63 Weighted C Spillway invert 801.5 3.49 Disturbed Area(Acres)
Peak Flow from 10-year Storm(cfs) �Peak Flow from 10-year Storm(cfs)
*C=0.5
6282 Required Volume ft3
5064 Required Surface Area ft2
50.3 Suggested Width ft
100.6 Suggested Length ft
-Tr Trial Top Width at Spillway Invert ft
109 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
3.5 Trial Depth ft (2 to 3.5 feet above grade)
38 Bottom Width ft
89 Bottom Length ft
3382 Bottom Area ft2
16749 Actual Volume ft3 Okay
6322 Actual Surface Area ft2 Okay
OMTrial Weir Length ft
Trial Depth of Flow ft
16.4 Spillway Capacity cfs Okay
Skimmer Size
2.5 Skimmer Size(inches) (Inches)
0.208 Head on Skimmer(feet) 1.5
1.5 Orifice Size(1/4 inch increments) 2
2.65 Dewatering Time(days) 2.5
Suggest about 3 days 3
4
5
6
8

Skimmer Basin#2
Note:The skimmer basins were designed based on worst case scenario
Okay
PHASE 2 PHASE 1
36155 Disturbed Area(SF) Top Pond 727.5 47338 Disturbed Area(SF)
0.83 Disturbed Area(Acres) Bot Pond 722.5 1.09 Disturbed Area(Acres)
0.72 Weighted C Spillway invert 726 3.87 Peak Flow from 10-year Storm(cfs)
Peak Flow from 10-year Storm(cfs) `C=0.5
1494 Required Volume ft3
1375 Required Surface Area ft2
26.2 Suggested Width ft
52.4 Suggested Length ft
2?Trial Top Width at Spillway Invert ft
54 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
MI 3.5 Trial Depth ft (2 to 3.5 feet above grade)
18 Bottom Width ft
45 Bottom Length ft
810 Bottom Area&
3922 Actual Volume ft3 Okay
1458 Actual Surface Area ft2 Okay
Trial Weir Length ft
Trial Depth of Flow ft
4.8 Spillway Capacity cfs Okay
Skimmer Size
2 Skimmer Size(inches) (Inches)
0.167 Head on Skimmer(feet) 1.5
0.75 Orifice Size(1/4 inch increments) 2
2.81 Dewatering Time(days) 2.5
Suggest about 3 days 3
4
5
6
8

Skimmer Basin#3
Note:The skimmer basins were designed based on worst case scenario
Okay
PHASE 2 PHASE 1
124055.9 Disturbed Area(SF) Top Pond 780 113922.17 Disturbed Area(SF)
2.85 Disturbed Area(Acres) Bot Pond 775 2.62 Disturbed Area(Acres)
0.66 Weighted C Spillway invert 778.5 9.31 Peak Flow from 10-year Storm(cfs)
Peak Flow from 10-year Storm(cfs) `C=0.5
5126 Required Volume ft3
4345 Required Surface Area ft2
46.6 Suggested Width ft
93.2 Suggested Length ft
47 Trial Top Width at Spillway Invert ft
94 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
3.5 Trial Depth ft (2 to 3.5 feet above grade)
35 Bottom Width ft
82 Bottom Length ft
2870 Bottom Area ft2 Okay
12670 Actual Volume ft3 Okay
4418 Actual Surface Area ft2
Trial Weir Length ft
Trial Depth of Flow ft Okay
13.8 Spillway Capacity cfs
Skimmer Size
2.5 Skimmer Size(inches) (Inches)
0.208 Head on Skimmer(feet) 1.5
1.25 Orifice Size(1/4 inch increments) 2
3.11 Dewatering Time(days) 2.5
Suggest about 3 days 3
4
5
6
8

Project: Boulder Run
County/City: Cabarrus Designed By: PMW Date: 12/11/2023
State: North Carolina Checked By: BML Date:
Sediment Basin: Skimmer 4 Erosion Control Phase 2
Total Drainage Area to Basin: 7.87 Acres 342,817 Sq. Ft.
Potential Max. Disturbed Area to Basin: 7.87 Acres 342,817 Sq. Ft.
Area C Value Area (Acres) Composite C
Residential 0.60 3.10 0.24
Woods 0.25 3.57 0.11
Grass 0.30 0.00 0.00
Gravel 0.55 0.00 0.00
Impervious 0.95 1.20 0.14
TOTAL: - 7.87 0.49
Minimum Volume Requirement:
Minimum Volume = 1800 ft3/disturbed acre
Minimum Volume = 14,166 ft3
Volume Provided = 26,130 ft3 OK
Peak Inflows:
2-Year rainfall intensity= 5.03 in/hr
10-Year rainfall intensity= 7.12 in/hr
Runoff Coefficient (C) = 0.49
Qp= 19.58 cfs (Calculated by Rational Method)
Q10= 27.71 cfs (Calculated by Rational Method)
Minimum Basin Surface Area:
Minimum Surface Area = 435 sf/cfs (10-year, 24 hour storm peak inflow)
Minimum Surface Area = 12,056 sf
Surface Area Provided = 12,386 sf OK
Elevation Area (SF) Incremental Cumulative
(FT) Volume(CF) Volume(CF)
797.5 0 0 0
798.00 4,642 2,321 2,321
799.00 11,423 11,423 13,744
800.00 12,386 12,386 26,130
801.00 13,383 13,383 39,513
802.00 14,414 14,414 53,927
802.50 15,478 7,739 61,666

Principal Spillway - Riser:
Riser Diameter: 60-inch
Weir Flow Check cLH'.s = Q
Riser Weir Elevation: 800.00
Riser Weir Length: 15.71-ft
Weir Coef. (C): 3.32 (Must be 1' Minimum)
Head (H): 1.00-ft cfs (Calculated by Rational Method)
Q10 IN = 27.71 cfs
Q10 OUT = 52.16
Orifice Flow Check CA(2gH)o.5 = Q
Orifice Corf. (C): 0.60 *2'X 1.5'WEIR ON TWO SIDES
Cross Sectional Area (A): 6.00-sf
Accel. Of Gravity(g): 32.20 ft/sec2 _
Head (H): 1.00-ft cfs (Calculated by Rational Method)
Q10 IN = 27.71 cfs
Q10 OUT= 28.89
A*r ugh 1"Pipe Flow Check Li+Km+KpL = Q
Barrel Diameter: 2.00-ft
Invert In: 790.61
Invert Out: 788.01
Cross Sectional Area (A): 3.14-sf
Accel. Of Gravity(g): 32.20 ft/sec2 (Measured at Outfall)
Head (H): 11.99-ft
Km: 1.0
Barrel Length (L): 86.00-ft (Taken from Table 8.07a, n=0.025)
Kp: 0.0096 cfs (Calculated by Rational Method)
Q10 IN = 27.71 cfs
Q10 OUT = 51.93
Emergency Spillway Design:
2 Spillway length : 10.00-ft
(
Q 3 Spillway elevation : 801.00
__cL) H Weir Coef. (c): 3.32 cfs (Calculated by Rational Method)
Q10 Less Q2 = 8.14 ft (Based on Weir Equation)
Spillway stage (H): 0.39 % (from Table 8.07c)
Maximum slope: 12.00
Top of berm elevation: 802.5 ft OK
Freeboard = 1.11
Skimmer Design: ft3
Volume Provided = 26,130 days (From NCDENR)
Drawdown Time = 3.31 inches (From Faircloth Skimmer Packet)
Skimmer Size= 2.5 inches (From Faircloth Skimmer Packet)
Orifice Size (diameter) = 1.5

Skimmer Basin#5
Note:The skimmer basins were designed based on worst case scenario
Okay
PHASE 2 PHASE 1
65466 Disturbed Area(SF) Top Pond 704 90303 Disturbed Area(SF)
1.50 Disturbed Area(Acres) Bot Pond 699 2.07 Disturbed Area(Acres)
0.69 Weighted C Spillway invert 702.5 7.38 Peak Flow from 10-year Storm(cfs)
7.36 Peak Flow from 10-year Storm(cfs) *C=0.5
2705 Required Volume ft3
2399 Required Surface Area ft2
34.6 Suggested Width ft
69.3 Suggested Length ft
ITrial Top Width at Spillway Invert ft
Trial Top Length at Spillway Invert ft
Trial Side Slope Ratio Z:1
Trial Depth ft (2 to 3.5 feet above grade)
12 Bottom Width ft
81 Bottom Length ft
972 Bottom Area ft2 Okay
5909 Actual Volume ft3 Okay
2470 Actual Surface Area ft2
Trial Weir Length ft
Trial Depth of Flow ft Okay
17.5 Spillway Capacity cfs
(Skimmer Size
2.5 Skimmer Size(inches) (Inches)
0.208 Head on Skimmer(feet) 1.5
1.5 Orifice Size(1/4 inch increments) 2
1.14 Dewatering Time(days) 2.5
Suggest about 3 days 3
4
5
6
8

Skimmer Basin#6
Note:The skimmer basins were designed based on worst case scenario
Okay PHASE 1
PHASE 2 Top Pond 726 64469 Disturbed Area(SF)
162368 Disturbed Area(SF) Bot Pond 721 1.48 Disturbed Area(Acres)
3.73 Disturbed Area(Acres) Spillway invert 724.5 §ag Peak Flow from 10-year Storm(cfs)
0.63 Weighted C *C=0.5
Peak Flow from 10-year Storm(cfs)
6709 Required Volume ft3
5448 Required Surface Area ft2
52.2 Suggested Width ft
104.4 Suggested Length ft
47Trial Top Width at Spillway Invert ft
81 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
2 Trial Depth ft (2 to 3.5 feet above grade)
40 Bottom Width ft
67 Bottom Length ft
2680 Bottom Area ft2
12845 Actual Volume ft3 Okay
5495.96 Actual Surface Area ft2 Okay
Trial Weir Length ft
Trial Depth of Flow ft
17.0 Spillway Capacity cfs Okay
Skimmer Size
r 2.5 Skimmer Size(inches) (Inches)
0.208 Head on Skimmer(feet) 1.5
1.5 Orifice Size(1/4 inch increments) 2
2.83 Dewatering Time(days) 2.5
Suggest about 3 days 3
4
5
6
8

Skimmer Basin#7
Note:The skimmer basins were designed based on worst case scenario
Okay
PHASE 1 PHASE 2
37296 Disturbed Area(SF) Top Pond 740.5 N/A Disturbed Area(SF)
0.86 Disturbed Area(Acres) Bot Pond 735.5 N/A Disturbed Area(Acres)
0.50 C Factor Spillway invert 739 N/A Peak Flow from 10-year Storm(cfs)
JIMIPeak Flow from 10-year Storm(cfs)
1541 Required Volume ft3
991 Required Surface Area ft2
22.3 Suggested Width ft
44.5 Suggested Length ft
3dTrial Top Width at Spillway Invert ft
57 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
3.5 Trial Depth ft (2 to 3.5 feet above grade)
20 Bottom Width ft
47 Bottom Length ft
940 Bottom Area ft2 Okay
4579 Actual Volume ft3 Okay
1710 Actual Surface Area ft2
Trial Weir Length ft
Trial Depth of Flow ft Okay
6.4 Spillway Capacity cfs
Skimmer Size
2.5 Skimmer Size(inches) (Inches)
0.208 Head on Skimmer(feet) 1.5
0.75 Orifice Size(1/4 inch increments) 2
2.60 Dewatering Time(days) 2.5
Suggest about 3 days 3
4
5
6
8

Skimmer Basin#8
Note:The skimmer basins were designed based on worst case scenario
Okay
PHASE 2 PHASE 1
382148 Disturbed Area(SF) Top Pond 779.5 382223 Disturbed Area(SF)
8.77 Disturbed Area(Acres) Bot Pond 774.5 8.77 Disturbed Area(Acres)
0.62 C Factor Spillway invert 778 31.24 Peak Flow from 10-year Storm(cfs)
Peak Flow from 10-year Storm(cfs) `C=0.5
15791 Required Volume ft3
12559 Required Surface Area ft2
79.2 Suggested Width ft
158.5 Suggested Length ft
- RITTrial Top Width at Spillway Invert ft
160 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
3.5 Trial Depth ft (2 to 3.5 feet above grade)
66 Bottom Width ft
146 Bottom Length ft
9636 Bottom Area ft2
39149 Actual Volume ft3 Okay
12800 Actual Surface Area ft2 Okay
Trial Weir Length ft
Trial Depth of Flow ft
40.3 Spillway Capacity cfs Okay
Skimmer Size
r 3 Skimmer Size(inches) (Inches)
0.25 Head on Skimmer(feet) 1.5
1.75 Orifice Size(1/4 inch increments) 2
4.46 Dewatering Time(days) 2.5
Suggest about 3 days 3
4
5
6
8

Skimmer Basin#9
Note:The skimmer basins were designed based on worst case scenario
Okay
PHASE 1 PHASE 2
274029 Disturbed Area(SF) Top Pond 718 72695 Disturbed Area(SF)
6.29 Disturbed Area(Acres) Bot Pond 713 1.67 Disturbed Area(Acres)
0.50 C Factor Spillway invert 716.5 0.64 Weighted C
Peak Flow from 10-year Storm(cfs) -Peak Flow from 10-year Storm(cfs)
11324 Required Volume ft3
7279 Required Surface Area ft2
60.3 Suggested Width ft
120.7 Suggested Length ft
-wr Trial Top Width at Spillway Invert ft
137 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratic(2 to 3.5 feet above grade)
3.5 Trial Depth ft
47 Bottom Width ft
123 Bottom Length ft
5781 Bottom Area& Okay
11387 Actual Volume ft3 Okay
8204 Actual Surface Area ft2
Trial Weir Length ft
Trial Depth of Flow ft Okay
22.8 Spillway Capacity cfs
Skimmer Size
F 3 Skimmer Size(inches) (Inches)
0.25 Head on Skimmer(feet) 1.5
1.75 Orifice Size(1/4 inch increments) 2
3.20 Dewatering Time(days) 2.5
Suggest about 3 days 3
4
5
6
8

Skimmer Basin#10
Note:The skimmer basins were designed based on worst case scenario
Okay
PHASE 2 PHASE 1
62185 Disturbed Area(SF) Top Pond 746.5 74215 Disturbed Area(SF)
1.43 Disturbed Area(Acres) Bot Pond 741.5 1.22 Disturbed Area(Acres)
0.64 Weighted C Spillway invert 745 Peak Flow from 10-year Storm(cfs)
Peak Flow from 10-year Storm(cfs) `C=0.5
2570 Required Volume ft3
2108 Required Surface Area ft'
32.5 Suggested Width ft
64.9 Suggested Length ft
- 38 Trial Top Width at Spillway Invert ft
78 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratic(2 to 3.5 feet above grade)
3.5 Trial Depth ft
24 Bottom Width ft
64 Bottom Length ft
1536 Bottom Area& Okay
7761 Actual Volume ft3 Okay
2964 Actual Surface Area ft2
Trial Weir Length ft
Trial Depth of Flow ft Okay
8.5 Spillway Capacity cfs
Skimmer Size
Skimmer Size(inches) (Inches)
0.208 Head on Skimmer(feet) 1.5
Orifice Size(1/4 inch increments) 2
2.44 Dewatering Time(days) 2.5
Suggest about 3 days 3
4
5
6
8

Temporary Sediment Trap - 12
Okay Top Pond 713
Bot Pond 709
0.32 Disturbed Area (Acres) Spillway invert 711.5
0.66 Weighted C
1.51 Peak Flow from 10-year Storm (cfs)
1152 Required Volume ft3
656 Required Surface Area ft2
18.1 Suggested Width ft
36.2 Suggested Length ft
32 Trial Top Width at Spillway Invert ft
34 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio(1.5 feet below grade + 2 to 3.5 feet above grade)
2.5 Trial Depth ft
18 Bottom Width ft
20 Bottom Length ft
360 Bottom Area ft2 Okay
1452 Actual Volume ft3 Okay
806.25 Actual Surface Area ft2
4 Trial Weir Length ft
0.5 Trial Depth of Flow ft Okay
4.2 Spillway Capacity cfs

Temporary Sediment Trap 13
Okay Top Pond 719
Bot Pond 715
0.37 Disturbed Area (Acres) Spillway invert 717.5
0.63 Weighted C
1.65 Peak Flow from 10-year Storm (cfs)
1320 Required Volume ft3
719 Required Surface Area ft2
19.0 Suggested Width ft
37.9 Suggested Length ft
18 Trial Top Width at Spillway Invert ft
57 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio(1.5 feet below grade + 2 to 3.5 feet above grade)
2.5 Trial Depth ft
8 Bottom Width ft
47 Bottom Length ft
376 Bottom Area ft2 Okay
1711 Actual Volume ft3 Okay
1026 Actual Surface Area ft2
4 Trial Weir Length ft
0.5 Trial Depth of Flow ft Okay
4.2 Spillway Capacity cfs

Temporary Sediment Trap 14
Okay Top Pond 727
Bot Pond 723
0.30 Disturbed Area (Acres) Spillway invert 725.5
0.66 Weighted C
1.40 Peak Flow from 10-year Storm (cfs)
1069.421 Required Volume ft3
608 Required Surface Area ft2
17.4 Suggested Width ft
34.9 Suggested Length ft
20 Trial Top Width at Spillway Invert ft
40 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio(1.5 feet below grade + 2 to 3.5 feet above grade)
2.5 Trial Depth ft
10 Bottom Width ft
30 Bottom Length ft
300 Bottom Area ft2 Okay
1333 Actual Volume ft3 Okay
800 Actual Surface Area ft2
4 Trial Weir Length ft
0.5 Trial Depth of Flow ft Okay
4.2 Spillway Capacity cfs

Temporary Sediment Trap 16
Okay Top Pond 706
Bot Pond 702
0.28 Disturbed Area (Acres) Spillway invert 704.5
0.65 Weighted C
1.30 Peak Flow from 10-year Storm (cfs)
1009.835 Required Volume ft3
568 Required Surface Area ft2
16.8 Suggested Width ft
33.7 Suggested Length ft
24 Trial Top Width at Spillway Invert ft
55 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio(1.5 feet below grade + 2 to 3.5 feet above grade)
2.5 Trial Depth ft
14 Bottom Width ft
45 Bottom Length ft
630 Bottom Area ft2 Okay
2396 Actual Volume ft3 Okay
1320 Actual Surface Area ft2
4 Trial Weir Length ft
0.5 Trial Depth of Flow ft Okay
4.2 Spillway Capacity cfs

Temporary Sediment Trap 17
Okay Top Pond 728
Bot Pond 724
0.36 Disturbed Area (Acres) Spillway invert 726.5
0.67 Weighted C
1.71 Peak Flow from 10-year Storm (cfs)
1296 Required Volume ft3
747 Required Surface Area ft2
19.3 Suggested Width ft
38.6 Suggested Length ft
20 Trial Top Width at Spillway Invert ft
40 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio(1.5 feet below grade + 2 to 3.5 feet above grade)
2.5 Trial Depth ft
10 Bottom Width ft
30 Bottom Length ft
300 Bottom Area ft2 Okay
1333 Actual Volume ft3 Okay
800 Actual Surface Area ft2
4 Trial Weir Length ft
0.5 Trial Depth of Flow ft Okay
4.2 Spillway Capacity cfs

Skimmer Basin#18
Note:The skimmer basins were designed based on worst case scenario
Okay
PHASE 1
117560 Disturbed Area(SF) Top Pond 796 133296 Disturbed Area(SF)
2.70 Disturbed Area(Acres) Bot Pond 792 3.06 Disturbed Area(Acres)
0.64 Weighted C Spillway invert 794.5 10.89 Peak Flow from 10-year Storm(cfs)
Peak Flow from 10-year Storm(cfs) `C=0.5
4858 Required Volume ft3
3969 Required Surface Area ft2
44.5 Suggested Width ft
89.1 Suggested Length ft
45 Trial Top Width at Spillway Invert ft
90 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratic(2 to 3.5 feet above grade)
2.5 Trial Depth ft
35 Bottom Width ft
80 Bottom Length ft
2800 Bottom Area ft2 Okay
8521 Actual Volume ft3 Okay
4050 Actual Surface Area ft2
12 Trial Weir Length ft
Trial Depth of Flow ft Okay
12.7 Spillway Capacity cfs
Skimmer Size
r 2.5 Skimmer Size(inches) (Inches)
0.208 Head on Skimmer(feet) 1.5
1.25 Orifice Size(1/4 inch increments) 2
2.95 Dewatering Time(days) 2.5
Suggest about 3 days 3
4
5
6
8

Skimmer Basin#19
Note:The skimmer basins were designed based on worst case scenario
Okay
PHASE 2 PHASE 1
45900 Disturbed Area(SF) Top Pond 854.5 57094 Disturbed Area(SF)
1.05 Disturbed Area(Acres) Bot Pond 850.5 1.31 Disturbed Area(Acres)
0.63 Weighted C Spillway invert 853 4.67 Peak Flow from 10-year Storm(cfs)
Peak Flow from 10-year Storm(cfs) `C=0.5
1897 Required Volume ft3
1548 Required Surface Area ft2
27.8 Suggested Width ft
55.6 Suggested Length ft
--25,Trial Top Width at Spillway Invert ft
56 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratic(2 to 3.5 feet above grade)
2.5 Trial Depth ft
20 Bottom Width ft
48 Bottom Length ft
960 Bottom Area ft2 Okay
3133 Actual Volume ft3 Okay
1568 Actual Surface Area ft2
Trial Weir Length ft
Trial Depth of Flow ft Okay
12.7 Spillway Capacity cfs
Skimmer Size
r 1.5 Skimmer Size(inches) (Inches)
0.125 Head on Skimmer(feet) 1.5
1 Orifice Size(1/4 inch increments) 2
2.32 Dewatering Time(days) 2.5
Suggest about 3 days 3
4
5
6
8

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run Subdivision
3.4 Appendix 4 — Ditch Calculations
if Dewberry- EROSION & SEDIMENTATION CONTROL CALCULATIONS 13

(OFFSITE ROAD IMPROVEMENTS)
Time of Concentration Calculation
DITCH 0-4
Total Time of Concentration (hr) 0.20
Total Time of Concentration (min) 12
Lag Time (hr) 0.12
SHEET FLOW
Surface Description Grass
Flow Length, L ft 100
Manning's "n" 0.15
2-Yr, 24-Hr Rainfall, P2 in 3.12
High point el 869.4
Low point el 866.3
Land slope, s ft/ft 0.031
Tt = 0.007 (n L )0.8
(PA
0.5s0.4
Travel Time hr 0.14
SHALLOW CONCENTRATED FLOW
Surface Description (Paved or Unpaved) Unpaved
Flow Length, L ft 785
High point el 869
Low point el 831
Watercourse slope, s ft/ft 0.048408
paved V= 20.3282(s)^.5
unpaved V = 16.1345(s)^.5
Velocity ft/s 3.55
Travel Time hr 0.06
CHANNEL FLOW
Channel length, L ft 25
High point channel el 831
Low point channel el 828.89
Manning's "n" 0.035
Channel bottom width, ft — 0
Channel top width, ft 5.9
Channel depth, ft 1.2
Cross sectional flow area, a ft2 3.5
Wetted perimeter, pN, ft 6.4
Hydraulic radius, r=a/pw ft 0.56
Channel slope, s ft/ft 0.0844
Average Velocity, V ft/s 8.34
Travel Time hr 0.00
N - 18"

Time of Concentration Calculation
DITCH O-5A
Total Time of Concentration (hr) 0.22
Total Time of Concentration (min) 13
Lag Time (hr) 0.13
SHEET FLOW
Surface Description Grass
Flow Length, L ft 100
Manning's "n" 0.15
2-Yr, 24-Hr Rainfall, P2 in 3.12
High point el 860.3
Low point el 858
Land slope, s ft/ft 0.023
Tt = 0.007 (n L )0.8
(P2)0.5s0.4
Travel Time hr 0.16
SHALLOW CONCENTRATED FLOW
Surface Description (Paved or Unpaved) Unpaved
Flow Length, L ft 602
High point el 858
Low point el 836
Watercourse slope, s ft/ft 0.036545
paved V= 20.3282(s)^.5
unpaved V = 16.1345(s)^.5
Velocity ft/s 3.08
Travel Time hr 0.05
CHANNEL FLOW
Channel length, L ft 162
High point channel el 836
Low point channel el 832
Manning's "n" 0.03
Channel bottom width, ft 3
Channel top width, ft 8
Channel depth, ft 0.7
Cross sectional flow area, a ft2 3.9
Wetted perimeter, pN, ft 8.2
Hydraulic radius, r=a/pw ft 0.47
Channel slope, s ft/ft 0.0247
Average Velocity, V ft/s 4.70
Travel Time hr 0.01
DITCH O-5A

Time of Concentration Calculation
DITCH O-5B
Total Time of Concentration (hr) 0.24
Total Time of Concentration (min) 15
Lag Time (hr) 0.15
SHEET FLOW
Surface Description Grass
Flow Length, L ft 100
Manning's "n" 0.15
2-Yr, 24-Hr Rainfall, P2 in 3.12
High point el 873.2
Low point el 871.2
Land slope, s ft/ft 0.02
Tt = 0.007 (n L )0.8
(P2)0.5s0.4
Travel Time hr 0.17
SHALLOW CONCENTRATED FLOW
Surface Description (Paved or Unpaved) Unpaved
Flow Length, L ft 840
High point el 873
Low point el 835
Watercourse slope, s ft/ft 0.045238
paved V= 20.3282(s)^.5
unpaved V = 16.1345(s)^.5
Velocity ft/s 3.43
Travel Time hr 0.07
CHANNEL FLOW
Channel length, L ft 176
High point channel el 835
Low point channel el 831
Manning's "n" 0.035
Channel bottom width, ft 3
Channel top width, ft 8
Channel depth, ft 0.9
Cross sectional flow area, a ft2 5.0
Wetted perimeter, pN, ft 8.3
Hydraulic radius, r=a/pw ft 0.60
Channel slope, s ft/ft 0.0227
Average Velocity, V ft/s 4.53
Travel Time hr 0.01
DITCH O-5B

(OFFSITE ROAD IMPROVEMENTS)
Worksheet for DITCH 0-1
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.020 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 1.97 cfs
Results
Normal Depth 6.0 in
Flow Area 0.7 ft2
Wetted Perimeter 3.1 ft
Hydraulic Radius 2.8 in
Top Width 2.99 ft
Critical Depth 5.8 in
Critical Slope 0.023 ft/ft
Velocity 2.65 ft/s
Velocity Head 0.11 ft
Specific Energy 0.61 ft
Froude Number 0.937
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity 0.00 ft/s
Upstream Velocity 0.00 ft/s
Normal Depth 6.0 in
Critical Depth 5.8 in
Channel Slope 0.020 ft/ft
Critical Slope 0.023 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run-Offsite Ditch.fm8 Center [10.03.00.03]
12/11/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

(OFFSITE ROAD IMPROVEMENTS)
Worksheet for DITCH 0-2
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.010 ft/ft
Left Side Slope 2.000 H:V
Right Side Slope 3.000 H:V
Discharge 0.43 cfs
Results
Normal Depth 4.1 in
Flow Area 0.3 ft2
Wetted Perimeter 1.9 ft
Hydraulic Radius 1.9 in
Top Width 1.72 ft
Critical Depth 3.4 in
Critical Slope 0.028 ft/ft
Velocity 1.46 ft/s
Velocity Head 0.03 ft
Specific Energy 0.38 ft
Froude Number 0.619
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity 0.00 ft/s
Upstream Velocity 0.00 ft/s
Normal Depth 4.1 in
Critical Depth 3.4 in
Channel Slope 0.010 ft/ft
Critical Slope 0.028 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run-Offsite Ditch.fm8 Center [10.03.00.03]
12/11/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

(OFFSITE ROAD IMPROVEMENTS)
Worksheet for DITCH 0-3
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.008 ft/ft
Left Side Slope 2.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.00 ft
Discharge 7.39 cfs
Results
Normal Depth 10.3 in
Flow Area 2.7 ft2
Wetted Perimeter 5.7 ft
Hydraulic Radius 5.8 in
Top Width 5.31 ft
Critical Depth 8.5 in
Critical Slope 0.019 ft/ft
Velocity 2.72 ft/s
Velocity Head 0.11 ft
Specific Energy 0.98 ft
Froude Number 0.670
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity 0.00 ft/s
Upstream Velocity 0.00 ft/s
Normal Depth 10.3 in
Critical Depth 8.5 in
Channel Slope 0.008 ft/ft
Critical Slope 0.019 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run-Offsite Ditch.fm8 Center [10.03.00.03]
3/28/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

(OFFSITE ROAD IMPROVEMENTS)
Worksheet for DITCH 0-4
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.035 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.00 ft
Discharge 16.23 cfs
Results
Normal Depth 10.0 in
Flow Area 2.9 ft2
Wetted Perimeter 6.3 ft
Hydraulic Radius 5.6 in NOTE: SC250 LINING TO BE PROVIDED
Top Width 6.00 ft FOR THIS DITCH. SEE NA GREEN
Critical Depth 11.7 in CALCULATIONS AT END OF REPORT
Critical Slope 0.017 ft/ft FOR ADJUSTED DITCH COMPUTATIONS.
Velocity 5.56 ft/s
Velocity Head 0.48 ft
Specific Energy 1.31 ft
Froude Number 1.407
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 10.0 in
Critical Depth 11.7 in
Channel Slope 0.035 ft/ft
Critical Slope 0.017 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run-Offsite Ditch.fm8 Center [10.03.00.03]
3/28/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

(OFFSITE ROAD IMPROVEMENTS)
Worksheet for DITCH O-5A
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.021 ft/ft
Left Side Slope 2.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 3.00 ft
Discharge 10.91 cfs
Results
Normal Depth 7.1 in
Flow Area 2.7 ft2
Wetted Perimeter 6.2 ft
Hydraulic Radius 5.2 in
Top Width 5.97 ft
Critical Depth 7.5 in
Critical Slope 0.018 ft/ft
Velocity 4.09 ft/s
Velocity Head 0.26 ft
Specific Energy 0.85 ft
Froude Number 1.079
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 7.1 in
Critical Depth 7.5 in
Channel Slope 0.021 ft/ft
Critical Slope 0.018 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run-Offsite Ditch.fm8 Center [10.03.00.03]
5/8/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

(OFFSITE ROAD IMPROVEMENTS)
Worksheet for DITCH O-5B
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.025 ft/ft
Left Side Slope 2.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 3.00 ft
Discharge 13.44 cfs
Results
Normal Depth 7.6 in
Flow Area 2.9 ft2
Wetted Perimeter 6.4 ft
Hydraulic Radius 5.4 in NOTE: SC250 LINING TO BE PROVIDED
Top Width 6.17 ft FOR THIS DITCH. SEE NA GREEN
Critical Depth 8.4 in CALCULATIONS AT END OF REPORT
Critical Slope 0.017 ft/ft FOR ADJUSTED DITCH COMPUTATIONS.
Velocity 4.62 ft/s
Velocity Head 0.33 ft
Specific Energy 0.97 ft
Froude Number 1.186
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 7.6 in
Critical Depth 8.4 in
Channel Slope 0.025 ft/ft
Critical Slope 0.017 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run-Offsite Ditch.fm8 Center [10.03.00.03]
5/8/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

(OFFSITE ROAD IMPROVEMENTS)
Worksheet for DITCH 0-6
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.060 ft/ft
Left Side Slope 2.000 H:V
Right Side Slope 3.000 H:V
Discharge 3.05 cfs
Results
Normal Depth 6.1 in
Flow Area 0.7 ft2
Wetted Perimeter 2.8 ft
Hydraulic Radius 2.8 in
Top Width 2.56 ft NOTE: SC250 LINING TO BE PROVIDED
Critical Depth 7.5 in FOR THIS DITCH. SEE NA GREEN
Critical Slope 0.021 ft/ft CALCULATIONS AT END OF REPORT
Velocity 4.65 ft/s FOR ADJUSTED DITCH COMPUTATIONS.
Velocity Head 0.34 ft
Specific Energy 0.85 ft
Froude Number 1.620
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 6.1 in
Critical Depth 7.5 in
Channel Slope 0.060 ft/ft
Critical Slope 0.021 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run-Offsite Ditch.fm8 Center [10.03.00.03]
5/10/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH CW1
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.148 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 3.00 ft
Discharge 9.87 cfs
Results
Normal Depth 3.9 in
Flow Area 1.3 ft2
Wetted Perimeter 5.1 ft
Hydraulic Radius 3.1 in
Top Width 4.95 ft NOTE: SC250 LINING TO BE PROVIDED
Critical Depth 6.8 in FOR THIS DITCH. SEE NA GREEN
Critical Slope 0.018 ft/ft CALCULATIONS AT END OF REPORT
Velocity 7.66 ft/s FOR ADJUSTED DITCH COMPUTATIONS.
Velocity Head 0.91 ft
Specific Energy 1.24 ft
Froude Number 2.647
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.9 in
Critical Depth 6.8 in
Channel Slope 0.148 ft/ft
Critical Slope 0.018 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
3/27/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for CW2
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.075 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 2.14 cfs
Results
Normal Depth 4.8 in
Flow Area 0.5 ft2
Wetted Perimeter 2.5 ft
Hydraulic Radius 2.3 in
Top Width 2.40 ft
Critical Depth 6.0 in
Critical Slope 0.022 ft/ft
Velocity 4.48 ft/s
Velocity Head 0.31 ft
Specific Energy 0.71 ft
Froude Number 1.766
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.8 in
Critical Depth 6.0 in
Channel Slope 0.075 ft/ft
Critical Slope 0.022 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
11/29/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 1
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.042 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 3.00 ft
Discharge 31.57 cfs
Results
Normal Depth 10.0 in
Flow Area 4.6 ft2
Wetted Perimeter 8.3 ft
Hydraulic Radius 6.7 in
Top Width 8.02 ft NOTE: SC250 LINING TO BE PROVIDED
Critical Depth 12.8 in FOR THIS DITCH. SEE NA GREEN
Critical Slope 0.015 ft/ft CALCULATIONS AT END OF REPORT
Velocity 6.86 ft/s FOR ADJUSTED DITCH COMPUTATIONS.
Velocity Head 0.73 ft
Specific Energy 1.57 ft
Froude Number 1.595
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 10.0 in
Critical Depth 12.8 in
Channel Slope 0.042 ft/ft
Critical Slope 0.015 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
3/27/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 2
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.042 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 2.05 cfs
Results
Normal Depth 5.3 in
Flow Area 0.6 ft2
Wetted Perimeter 2.8 ft
Hydraulic Radius 2.5 in
Top Width 2.63 ft
Critical Depth 5.9 in
Critical Slope 0.022 ft/ft
Velocity 3.55 ft/s
Velocity Head 0.20 ft
Specific Energy 0.63 ft
Froude Number 1.336
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.3 in
Critical Depth 5.9 in
Channel Slope 0.042 ft/ft
Critical Slope 0.022 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
6/13/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 3
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.039 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 3.00 ft
Discharge 15.59 cfs
Results
Normal Depth 7.1 in
Flow Area 2.8 ft2
Wetted Perimeter 6.8 ft NOTE: SC250 LINING TO BE PROVIDED
Hydraulic Radius 5.0 in FOR THIS DITCH. SEE NA GREEN
Top Width 6.56 ft CALCULATIONS AT END OF REPORT
Critical Depth 8.8 in FOR ADJUSTED DITCH COMPUTATIONS.
Critical Slope 0.017 ft/ft
Velocity 5.49 ft/s
Velocity Head 0.47 ft
Specific Energy 1.06 ft
Froude Number 1.472
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 7.1 in
Critical Depth 8.8 in
Channel Slope 0.039 ft/ft
Critical Slope 0.017 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
4/4/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 4
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.045 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 8.37 cfs
Results
Normal Depth 8.8 in
Flow Area 1.6 ft2
Wetted Perimeter 4.6 ft
Hydraulic Radius 4.2 in NOTE: SC250 LINING TO BE PROVIDED
Top Width 4.40 ft FOR THIS DITCH. SEE NA GREEN
Critical Depth 10.4 in CALCULATIONS AT END OF REPORT
Critical Slope 0.019 ft/ft FOR ADJUSTED DITCH COMPUTATIONS.
Velocity 5.19 ft/s
Velocity Head 0.42 ft
Specific Energy 1.15 ft
Froude Number 1.513
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 8.8 in
Critical Depth 10.4 in
Channel Slope 0.045 ft/ft
Critical Slope 0.019 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
6/13/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 5
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.025 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 0.81 cfs
Results
Normal Depth 4.1 in
Flow Area 0.3 ft2
Wetted Perimeter 2.2 ft
Hydraulic Radius 1.9 in
Top Width 2.04 ft
Critical Depth 4.1 in
Critical Slope 0.025 ft/ft
Velocity 2.32 ft/s
Velocity Head 0.08 ft
Specific Energy 0.42 ft
Froude Number 0.993
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.1 in
Critical Depth 4.1 in
Channel Slope 0.025 ft/ft
Critical Slope 0.025 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
6/13/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 6A
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.080 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 3.12 cfs
Results
Normal Depth 5.5 in
Flow Area 0.6 ft2
Wetted Perimeter 2.9 ft
Hydraulic Radius 2.6 in NOTE: SC250 LINING TO BE PROVIDED
Top Width 2.73 ft FOR THIS DITCH. SEE NA GREEN
Critical Depth 7.0 in CALCULATIONS AT END OF REPORT
Critical Slope 0.021 ft/ft FOR ADJUSTED DITCH COMPUTATIONS.
Velocity 5.03 ft/s
Velocity Head 0.39 ft
Specific Energy 0.85 ft
Froude Number 1.861
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.5 in
Critical Depth 7.0 in
Channel Slope 0.080 ft/ft
Critical Slope 0.021 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
6/13/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 6B
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.102 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 2.00 ft
Discharge 5.57 cfs
Results
Normal Depth 3.8 in
Flow Area 0.9 ft2
Wetted Perimeter 4.0 ft
Hydraulic Radius 2.8 in NOTE: SC250 LINING TO BE PROVIDED
Top Width 3.89 ft FOR THIS DITCH. SEE NA GREEN
Critical Depth 5.8 in CALCULATIONS AT END OF REPORT
Critical Slope 0.020 ft/ft FOR ADJUSTED DITCH COMPUTATIONS.
Velocity 5.99 ft/s
Velocity Head 0.56 ft
Specific Energy 0.87 ft
Froude Number 2.159
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.8 in
Critical Depth 5.8 in
Channel Slope 0.102 ft/ft
Critical Slope 0.020 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
3/27/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 7A
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.061 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 2.82 cfs
Results
Normal Depth 5.5 in
Flow Area 0.6 ft2
Wetted Perimeter 2.9 ft
Hydraulic Radius 2.6 in
Top Width 2.76 ft
Critical Depth 6.7 in
Critical Slope 0.022 ft/ft
Velocity 4.44 ft/s
Velocity Head 0.31 ft
Specific Energy 0.77 ft
Froude Number 1.630
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.5 in
Critical Depth 6.7 in
Channel Slope 0.061 ft/ft
Critical Slope 0.022 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
6/13/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 7B
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.048 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 1.11 cfs
Results
Normal Depth 4.1 in
Flow Area 0.3 ft2
Wetted Perimeter 2.1 ft
Hydraulic Radius 1.9 in
Top Width 2.04 ft
Critical Depth 4.6 in
Critical Slope 0.024 ft/ft
Velocity 3.21 ft/s
Velocity Head 0.16 ft
Specific Energy 0.50 ft
Froude Number 1.375
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.1 in
Critical Depth 4.6 in
Channel Slope 0.048 ft/ft
Critical Slope 0.024 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
6/13/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 8A
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.040 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 1.32 cfs
Results
Normal Depth 4.5 in
Flow Area 0.4 ft2
Wetted Perimeter 2.4 ft
Hydraulic Radius 2.1 in
Top Width 2.25 ft
Critical Depth 5.0 in
Critical Slope 0.024 ft/ft
Velocity 3.13 ft/s
Velocity Head 0.15 ft
Specific Energy 0.53 ft
Froude Number 1.275
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.5 in
Critical Depth 5.0 in
Channel Slope 0.040 ft/ft
Critical Slope 0.024 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
2/6/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 8B
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.028 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 1.75 cfs
Results
Normal Depth 5.3 in
Flow Area 0.6 ft2
Wetted Perimeter 2.8 ft
Hydraulic Radius 2.5 in
Top Width 2.67 ft
Critical Depth 5.5 in
Critical Slope 0.023 ft/ft
Velocity 2.94 ft/s
Velocity Head 0.13 ft
Specific Energy 0.58 ft
Froude Number 1.098
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.3 in
Critical Depth 5.5 in
Channel Slope 0.028 ft/ft
Critical Slope 0.023 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
2/6/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 9
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.053 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 1.28 cfs
Results
Normal Depth 4.2 in
Flow Area 0.4 ft2
Wetted Perimeter 2.2 ft
Hydraulic Radius 2.0 in
Top Width 2.11 ft
Critical Depth 4.9 in
Critical Slope 0.024 ft/ft
Velocity 3.46 ft/s
Velocity Head 0.19 ft
Specific Energy 0.54 ft
Froude Number 1.454
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.2 in
Critical Depth 4.9 in
Channel Slope 0.053 ft/ft
Critical Slope 0.024 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
6/13/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 10
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.055 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 1.62 cfs
Results
Normal Depth 4.6 in
Flow Area 0.4 ft2
Wetted Perimeter 2.4 ft
Hydraulic Radius 2.2 in
Top Width 2.29 ft
Critical Depth 5.4 in
Critical Slope 0.023 ft/ft
Velocity 3.72 ft/s
Velocity Head 0.21 ft
Specific Energy 0.60 ft
Froude Number 1.500
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.6 in
Critical Depth 5.4 in
Channel Slope 0.055 ft/ft
Critical Slope 0.023 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
12/11/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 11
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.041 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 4.23 cfs
Results
Normal Depth 6.9 in
Flow Area 1.0 ft2
Wetted Perimeter 3.7 ft
Hydraulic Radius 3.3 in
Top Width 3.46 ft
Critical Depth 7.9 in
Critical Slope 0.020 ft/ft
Velocity 4.23 ft/s
Velocity Head 0.28 ft
Specific Energy 0.86 ft
Froude Number 1.388
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 6.9 in
Critical Depth 7.9 in
Channel Slope 0.041 ft/ft
Critical Slope 0.020 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
12/11/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 12
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.050 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 9.36 cfs
Results
Normal Depth 9.0 in
Flow Area 1.7 ft2
Wetted Perimeter 4.7 ft
Hydraulic Radius 4.3 in NOTE: SC250 LINING TO BE PROVIDED
Top Width 4.50 ft FOR THIS DITCH. SEE NA GREEN
Critical Depth 10.9 in CALCULATIONS AT END OF REPORT
Critical Slope 0.018 ft/ft FOR ADJUSTED DITCH COMPUTATIONS.
Velocity 5.56 ft/s
Velocity Head 0.48 ft
Specific Energy 1.23 ft
Froude Number 1.601
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 9.0 in
Critical Depth 10.9 in
Channel Slope 0.050 ft/ft
Critical Slope 0.018 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
12/11/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 13
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.017 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 1.28 cfs
Results
Normal Depth 5.2 in
Flow Area 0.6 ft2
Wetted Perimeter 2.8 ft
Hydraulic Radius 2.5 in
Top Width 2.61 ft
Critical Depth 4.9 in
Critical Slope 0.024 ft/ft
Velocity 2.26 ft/s
Velocity Head 0.08 ft
Specific Energy 0.51 ft
Froude Number 0.853
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.2 in
Critical Depth 4.9 in
Channel Slope 0.017 ft/ft
Critical Slope 0.024 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
10/4/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 14
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.060 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 2.00 ft
Discharge 18.71 cfs
Results
Normal Depth 8.1 in
Flow Area 2.7 ft2
Wetted Perimeter 6.3 ft
Hydraulic Radius 5.2 in NOTE: SC250 LINING TO BE PROVIDED
Top Width 6.03 ft FOR THIS DITCH. SEE NA GREEN
Critical Depth 11.0 in CALCULATIONS AT END OF REPORT
Critical Slope 0.017 ft/ft FOR ADJUSTED DITCH COMPUTATIONS.
Velocity 6.93 ft/s
Velocity Head 0.75 ft
Specific Energy 1.42 ft
Froude Number 1.827
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 8.1 in
Critical Depth 11.0 in
Channel Slope 0.060 ft/ft
Critical Slope 0.017 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
10/4/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 15
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.080 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 2.00 ft
Discharge 13.67 cfs
Results
Normal Depth 6.4 in
Flow Area 1.9 ft2
Wetted Perimeter 5.4 ft
Hydraulic Radius 4.3 in
Top Width 5.21 ft NOTE: SC250 LINING TO BE PROVIDED
Critical Depth 9.4 in FOR THIS DITCH. SEE NA GREEN
Critical Slope 0.017 ft/ft CALCULATIONS AT END OF REPORT
Velocity 7.07 ft/s FOR ADJUSTED DITCH COMPUTATIONS.
Velocity Head 0.78 ft
Specific Energy 1.31 ft
Froude Number 2.048
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 6.4 in
Critical Depth 9.4 in
Channel Slope 0.080 ft/ft
Critical Slope 0.017 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
6/13/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 16
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.071 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 6.75 cfs
Results
Normal Depth 7.4 in
Flow Area 1.2 ft2
Wetted Perimeter 3.9 ft
Hydraulic Radius 3.5 in NOTE: SC250 LINING TO BE PROVIDED
Top Width 3.72 ft FOR THIS DITCH. SEE NA GREEN
Critical Depth 9.5 in CALCULATIONS AT END OF REPORT
Critical Slope 0.019 ft/ft FOR ADJUSTED DITCH COMPUTATIONS.
Velocity 5.84 ft/s
Velocity Head 0.53 ft
Specific Energy 1.15 ft
Froude Number 1.848
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 7.4 in
Critical Depth 9.5 in
Channel Slope 0.071 ft/ft
Critical Slope 0.019 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
11/20/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 17
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.030 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 2.00 ft
Discharge 15.93 cfs
Results
Normal Depth 8.8 in
Flow Area 3.1 ft2
Wetted Perimeter 6.7 ft
Hydraulic Radius 5.6 in
Top Width 6.41 ft NOTE: SC250 LINING TO BE PROVIDED
Critical Depth 10.1 in FOR THIS DITCH. SEE NA GREEN
Critical Slope 0.017 ft/ft CALCULATIONS AT END OF REPORT
Velocity 5.15 ft/s FOR ADJUSTED DITCH COMPUTATIONS.
Velocity Head 0.41 ft
Specific Energy 1.15 ft
Froude Number 1.307
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 8.8 in
Critical Depth 10.1 in
Channel Slope 0.030 ft/ft
Critical Slope 0.017 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
3/27/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 18
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.070 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 2.48 cfs
Results
Normal Depth 5.1 in
Flow Area 0.5 ft2
Wetted Perimeter 2.7 ft
Hydraulic Radius 2.4 in
Top Width 2.56 ft NOTE: SC250 LINING TO BE PROVIDED
Critical Depth 6.4 in FOR THIS DITCH. SEE NA GREEN
Critical Slope 0.022 ft/ft CALCULATIONS AT END OF REPORT
Velocity 4.52 ft/s FOR ADJUSTED DITCH COMPUTATIONS.
Velocity Head 0.32 ft
Specific Energy 0.75 ft
Froude Number 1.725
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.1 in
Critical Depth 6.4 in
Channel Slope 0.070 ft/ft
Critical Slope 0.022 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
6/13/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 19
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.070 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 4.15 cfs
Results
Normal Depth 6.2 in
Flow Area 0.8 ft2
Wetted Perimeter 3.3 ft
Hydraulic Radius 3.0 in
Top Width 3.11 ft NOTE: SC250 LINING TO BE PROVIDED
Critical Depth 7.8 in FOR THIS DITCH. SEE NA GREEN
Critical Slope 0.020 ft/ft CALCULATIONS AT END OF REPORT
Velocity 5.14 ft/s FOR ADJUSTED DITCH COMPUTATIONS.
Velocity Head 0.41 ft
Specific Energy 0.93 ft
Froude Number 1.781
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 6.2 in
Critical Depth 7.8 in
Channel Slope 0.070 ft/ft
Critical Slope 0.020 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
2/6/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 20
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.057 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 2.95 cfs
Results
Normal Depth 5.7 in
Flow Area 0.7 ft2
Wetted Perimeter 3.0 ft
Hydraulic Radius 2.7 in
Top Width 2.85 ft
Critical Depth 6.8 in
Critical Slope 0.021 ft/ft
Velocity 4.37 ft/s
Velocity Head 0.30 ft
Specific Energy 0.77 ft
Froude Number 1.583
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.7 in
Critical Depth 6.8 in
Channel Slope 0.057 ft/ft
Critical Slope 0.021 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
3/27/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 21
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.071 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 2.00 ft
Discharge 3.08 cfs
Results
Normal Depth 3.0 in
Flow Area 0.7 ft2
Wetted Perimeter 3.6 ft
Hydraulic Radius 2.3 in
Top Width 3.52 ft
Critical Depth 4.2 in
Critical Slope 0.021 ft/ft
Velocity 4.42 ft/s
Velocity Head 0.30 ft
Specific Energy 0.56 ft
Froude Number 1.752
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.0 in
Critical Depth 4.2 in
Channel Slope 0.071 ft/ft
Critical Slope 0.021 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
3/27/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 22
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.115 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.00 ft
Discharge 3.76 cfs
Results
Normal Depth 3.9 in
Flow Area 0.6 ft2
Wetted Perimeter 3.0 ft
Hydraulic Radius 2.5 in NOTE: SC250 LINING TO BE PROVIDED
Top Width 2.94 ft FOR THIS DITCH. SEE NA GREEN
Critical Depth 5.8 in CALCULATIONS AT END OF REPORT
Critical Slope 0.021 ft/ft FOR ADJUSTED DITCH COMPUTATIONS.
Velocity 5.91 ft/s
Velocity Head 0.54 ft
Specific Energy 0.87 ft
Froude Number 2.241
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.9 in
Critical Depth 5.8 in
Channel Slope 0.115 ft/ft
Critical Slope 0.021 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
3/27/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 23
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.070 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 6.92 cfs
Results
Normal Depth 7.5 in
Flow Area 1.2 ft2
Wetted Perimeter 4.0 ft
Hydraulic Radius 3.6 in
Top Width 3.77 ft NOTE: SC250 LINING TO BE PROVIDED
Critical Depth 9.6 in FOR THIS DITCH. SEE NA GREEN
Critical Slope 0.019 ft/ft CALCULATIONS AT END OF REPORT
Velocity 5.85 ft/s FOR ADJUSTED DITCH COMPUTATIONS.
Velocity Head 0.53 ft
Specific Energy 1.16 ft
Froude Number 1.839
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 7.5 in
Critical Depth 9.6 in
Channel Slope 0.070 ft/ft
Critical Slope 0.019 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
2/6/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 25
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.050 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 2.86 cfs
Results
Normal Depth 5.8 in
Flow Area 0.7 ft2
Wetted Perimeter 3.0 ft
Hydraulic Radius 2.7 in
Top Width 2.88 ft
Critical Depth 6.8 in
Critical Slope 0.021 ft/ft
Velocity 4.13 ft/s
Velocity Head 0.27 ft
Specific Energy 0.75 ft
Froude Number 1.487
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.8 in
Critical Depth 6.8 in
Channel Slope 0.050 ft/ft
Critical Slope 0.021 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
10/4/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 26
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.095 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.00 ft
Discharge 5.04 cfs
Results
Normal Depth 4.7 in
Flow Area 0.8 ft2
Wetted Perimeter 3.5 ft
Hydraulic Radius 2.9 in NOTE: SC250 LINING TO BE PROVIDED
Top Width 3.34 ft FOR THIS DITCH. SEE NA GREEN
Critical Depth 6.8 in CALCULATIONS AT END OF REPORT
Critical Slope 0.020 ft/ft FOR ADJUSTED DITCH COMPUTATIONS.
Velocity 5.96 ft/s
Velocity Head 0.55 ft
Specific Energy 0.94 ft
Froude Number 2.088
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.7 in
Critical Depth 6.8 in
Channel Slope 0.095 ft/ft
Critical Slope 0.020 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
3/27/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for DITCH 27
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.080 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Discharge 2.52 cfs
Results
Normal Depth 5.0 in
Flow Area 0.5 ft2
Wetted Perimeter 2.7 ft
Hydraulic Radius 2.4 in NOTE: SC250 LINING TO BE PROVIDED
Top Width 2.52 ft FOR THIS DITCH. SEE NA GREEN
Critical Depth 6.4 in CALCULATIONS AT END OF REPORT
Critical Slope 0.022 ft/ft FOR ADJUSTED DITCH COMPUTATIONS.
Velocity 4.77 ft/s
Velocity Head 0.35 ft
Specific Energy 0.77 ft
Froude Number 1.838
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.0 in
Critical Depth 6.4 in
Channel Slope 0.080 ft/ft
Critical Slope 0.022 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Boulder Run Ditch.fm8 Center [10.03.00.03]
4/2/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
Ditch 6B (12" Outlet)
La = 10'
Do = 1'
W1 = 3Do = 3'
W2 = Do + La = 1' + 10' = 11'
3 °
Outlet w = oo + to 9 I-_;- :Li-0 -.:;-: '
PiPe
l . . ,. ...::..
. i.
.j.diameter(Do) 80 1 .
4_4_.l. . :i • k .La ---.1 I. „� I
II '0.50°Ti7water :. : : - .• ' '.• i!Ai
�r ...1.....1 I. . I Ij/" 'J • I I
\-ea •1. ..:i!.....I, -- ,. ;,. .. . y 11 't. :J
,,,i‘oN --i- : :::. : : : : t, : • 4- ro
4 1 11 1 •.,.. . 1 ,I• • — 4
•:� : : ' 1; : �; :: ;: .:•. ::I . - :; I.1 is Ik. v•- .Itr li
3 .. __..i . :1 --I••-- :I-, iy� .����� .n It 1,. ::: I �.All�itb
i :4 . ft.. j .I:.. I ,1 I : ... d • .7,40r ., 1.. . . I I: . : ;. :l I il-...I.: 1,Ite If lal
ill
;f,- ii•= :: I V: I. : _ ia' 1� 00_, ,-:I,1., : I i1• .j`I,..1 iIl;kk:- v.s . 1101'F��
La = 10' I-•II.. -1. �2 f 1, {..l..:i li.. l - i' r ���•'Q!'.- 11j :I.. . ; 11!j it-t � ��i • �! � -:::.:: •: . : I:,.. i :IIi gra!
�'"� ��I
.a .{. i ... .:j� :I,i IP
j:: 1..1. I_ ���J �I• IllAll. 01
. 1 , .. .,i. .::.,..,. :.. i."I,, ' V j i I � JIH ' II.i ill r iV
--F- 1 , ... .... ...:..::.:i ::: ;:!--,, :1.,, . ,, •�Av =a"_. iIlii•�1��; I•I UJ
:'.1: :_.1. !i_ : .: 1. ::I; 1 I..,..::I 1 r' I.; o.
.• I i. :,,. Y • �o
•i tl f J
li.:...!I'.1:. 1 k I .1.i .::. i i : 1 !.il .::1-'1-- '?��pI'��" . 11 1 r,; _ ;I'` 1cc
--1,,, I I' I .;.'.YY ` •• Y p l ., ill i.1 't.:-.l. :-k -- ,on
, .. ..j I.:. . ; [ 1 15 i],�1�' !" Imo' 1 I 1 1 a
t 1 Y 15 1 :: k. .: , 111:�: ., i! .:.:d:
1. r1:...-, • .I.:l- hill.: H .. ... ,..---
v; to ,a . i . 1 I.... 50 - 30'
d 0
lv -5 ., .rl r :.I:1 = 3.6"
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Q = 5.57 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8_06a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
Ditch 13 (12" Outlet)
La = 8'
Do = 1'
W1 = 3Do = 3'
W2 = Do + La = 1' + 8' = 9'
3 °
..::i.;: I . . '!:'.I:!::
Outlet w = Do + La g Li 1 -.:;-:
diameter(Do) . . i
80 .I. .. .. . i idid 1
La —•Jal . . i :..,. .I i� •
I it.
T i7water 0.50° •. : :.,. : . I :'iIrP.� �' •••
II I Ilig '�
d p 60 !II �l'; .i!�IU 7�' 1ropr
V� .I. Li.....11 ii• •
. . . .. . y 0 ♦. :
•
Jr
,tC`N 50 .... ... . .. ...'I'..-,I- . :i . I. . . rP �► 1 III ''`:i:
4 • i I f I .,.. . I r: — • 4
i-,' a a �A .Air
:• : 1 l; I. 1 ,: .:.. :I 1 -i :1 I:i isf lk 1[4. •-ill 1114.11
.a 0I fl.. 1 .I. I .1. 1.. ... ,a .., ,F. . . I ' l: ..i---i. ..r1 II-: �� Ix II
I- ;;.: l: • .. . l V •I. r , is .v.. , ,y I-1 I. , : i . ' .1 f 1,.:1: i Il;ik::'•I,:_0 �,0.1 2.
:�� '". I! .. . 1. 5. �/' N;. ''." I.,. :Ii•1. I ! diIl;��Irdi 1.
La = 8' I.i, . 4- -e .i1 �2 f '..:., II• 1..1..:i li.. 1 • I i • .i I iiimpsidr• 0:•QI'
i- • II- 1; I..I. 11:: 1 ! :I
t'I 1_ ... II : l i I' 'I. I ._.:may " �,1'jv1� It �1�!li __.
... .. .... :........:1 iIp:. . .{ l 11 !I AI 01
::I: . I . . ... .... .:..::.:i .,. .il--I,i,1.1 . ry /� 5 ';''6"_. �Ili,4 iii 1; j'r,!. 1" : in
I l
i. lii. H i I •.: i1, .::i..; •�' 1. ! r
Et
`;.:' •I i. --i-- • - __-. _ I. •::.t,.-_,-•1 ----v�?a.,- • r +I .nrir� .1�1��;t:i`.. �.' . a
1,u;. .-Ii• i•°I Hi -1i.' :::: i : : ,: l L :I y .> .. �� lip" '- -- :1.k oc
: .., l.:. .. , . I . . Z5 a;,4111P " 01�' I j� 1 I - . 1 1 1 a
: : f•-• I vm15 ,, 1L ::I itl:k:::. I11:i1: : .... i! ::i:
I.• ,,: I H. ill.: -1 . I....... 1
s
v to ,k :l' . II. . 11.,. d50 = 0 2' =
v 5 1 : : •` . ' 1„ ! . • :': 2.4"
. ; I : . L . 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Q = 1.28 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8_66a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
Ditch 17 (12" Outlet)
La = 17'
Do = 1'
W1 = 3Do = 3'
W2 = Do + La = 1' + 17' = 18'
3 ° '
.::iII :..1.
Outlet w = o° + La g .:--__;---:;`_i .::_-r:- -1- ' ,
PiPe .. :: ..:::: I:[.I:- .:`
diameter(Do) l .. :...
I- .,
80 i • .I. .. .. . i di
La - i :..,... : i4 •
I it.
T i7iii__ < 0.50° : . I11rP.�' A' •I�
to� .... :i1 fl.,.. .. i.'I•., it ll..t. �..,:. , . , vivo �I� r
01 p 60 III �!�+� IiNi�' r
�r .il....1jj --: .,I. . . , . . . . i I I . it lip'. I r
n0 I:..:l: I .I: . . . :I:. tk,,�01i a.:
\ Qj .I. .. .......:I -- :1 .I. --. I n :Il
+1�•r .-III -- I ! . ' : l q; ..irAi i�i Y 1'. 1' IJI:!I:
.tmi,t�.N,y, 50 .... •.I: .•,--... I'..-,I--ia .�i. . •--- V ► r �► . 1 lir IIII ''`::i:
1�t
1 i a a I Ir 1 DA 111 Ail .
I-: li
f: I -..- .; i i .. .. ,.::I .:jai ,: I • � ;l�' .I ��_ / "Ai
.:.a .1I. I1.• I .I... , , - I 11: I. h . ., ' .a2„ �i►' �i L: : . I: •.. - . illI-•—I,:'s$ , l 410011 1o, i•
• 1 •' yo,. :1 i ' 1 1 i 1 J r E
�! i'i`.' : '' :: : ' 4 : I ! ra r!'. II. , 1 I i -�• 11 di 0 I
I '1-, -i I� �7 Il .,. ,..1..:i li.. I • l • . . ,i i'La = 17' :I,, I. ` ._:.ir:. I il.i I .I ippr,1111",ram.le
i1
10 • '�000011 I ., ::-.1 1::::: :111-:---— :i I:::: :,Il..-_ �I • .III • 4lI - 1 C 'I
}.I ..Il , _ ... .I. -!I -- - i 1:...11..' - - i� � I�IIr i'l'I''iir I v--
0 i:l: I.. tZ) I - iI4. i I�r AIt•
-- . 1 :,. .... .. •l .,. .II--I.;,I.,i . !viie . 5r';'. +! i' I ,r �.r :• 2
b.
I
� . ` : .: - 1- .1: i i :.I i l..::' , }..•
0 : � !�"Oi i, ill
-I+' .I.. ;•ii I .1 - I' ~-._i I: •:.it.t�i _-Iv'2r •, r rO
.l�0
El
;I I ., �: IZ
::f L'::II;: : :i 1, 1 •;-• 1••••• . f • v l •
•,I :I � '.t1i:1 It. :I. ::I ..
1. I ! II _211i is
1 Z5 .. '. I .. I 1 :I:[ : .. l ::...1.
I' ; E Va15 _ 1 :I IIl:1.. Ill.i. :®: II d.
v to ,a �. 'Z.:: i. 1 I.,. 50 - 70'
�r►r
w
1.. �:i: . d 0
I 'I 1 I ; I •
C
3 5 10 20 50 100 200 500 1000
Discharge(ft3lsec)
Q = 15.93 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
Ditch 19 (12" Outlet)
La = 8'
Do = 1'
W1 = 3Do = 3'
W2 = Do + La = 1' + 8' = 9'
3 ° '
..::i I :i . :..1.
Outlet w = Do + La g I • ;`_i 1 -.i:-: ' i
PiPe .. :: .1:I:I I k:I'- II .e
diameter(Do) I l ..;::... r
80 .I. .. ,. !. . i ij.
La -Jal i :..,.. : I. io •
Irfli:r�.
T i7water 0.500 . : - . I .'IIrP.� �' .•
-
4 •iI ' • 4 . .
p %01 60 !II1 �� .!� ' ol
r
rIJ I .r 11... 7
.,tc\ 50 .... .I: . :_-... I•..-,k-_;:i;. . . ro 1 •.1rrr �It
•
HI
3 .. 4 __..I . :, ::}:._ ,:; r.11 li.1. ... �l ail
.:i91 IL• k .I. •
I .lI a ... ,a2,,, r-I.. . . I ' is •..i---i• :1r1II-: �� Hti11
iL: 1: .. , : . 1 ': • ,I 1a; • ,11, 1. ---7ii;.I I. I , : ' ' ' I1.-i: ii1,0:-.•'.::�.. p! ''�IIrigg�.
,•1 I' I: I : :�La :' 'i11g1.: :, I' Ir 1���iili�Arl' I[a�'20 ' I • -- 1 ' a. 1 3
La = 8' 1.i, �2 f 'I i. ... 4..1..:ili.. l ; - i, �Ir, iir,„.4ii4s*,i1
1f)IL iLi :I 11 ....7,..
w_
,.....
:1 1 Iyi-t-3 1 I gi : 1 �i,� rv1 •.- I. .;II - :1;' : ;i I 11� + .inior/
10 • '-.aNl/!a _ T ., .,.I _:L::- ;; I:: :. :.-_H I _ a11,.1 dL7A:;/M!;=a
.1
c..,
_ .1
. ; , .. .,.. ::::,..,. :.. .. : ,�:11, ; . b ` ��J.i� 11 d pit il'.
:; - 1 I__ '.. I i r :i..,....: ; 11.. ;.:; ,4111.74001r . a , Ili,,'1�A'r , I. . o.
is :,I il. ';i.; . }. !� MAI Y
::1 _{µl " -: .: : • • - I r11 r Il �.. r i' r 4, I.' ' El
.Il.�i•:i-t.I -i. -- --'--. _ I. ::.ii-t--i ----v-z 25-- ^ r.wl/A�► ��11 ��.1 .. 1:1 :i a
-1.::: --II. : I I- -' '':::: i : ,:II I_:I-- y . .. orr !I 4 -ri-
ll
.- k; ; I - I, --1:•- - : . I - '•- v=--2°I :.NIA✓ : .%Ai 'r ! t. _I' l � In
: : f•-• I v r 15 ,, 1' ::I i 1 l:k:: . 111�:ii: .: .... i1! ::i.
:,v; to ,a1. . i ..I i.,.' 50 = 20'
•v -5 :.._�rra!n�-,�1�: •
_ •i r. ::: i' = 2.4,E
__`1 - I ; I : ; L . 1 I:. : Ci
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Q = 4.15 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8_17I6a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
Ditch 20 (12" Outlet)
La = 8'
Do = 1'
W1 = 3Do = 3'
W2 = Do + La = 1' + 8' = 9'
3 °
1 ..::1.::1 :i . ':..1.
Outlet w = oo + to 9 I- `Li-r: -
PiPe
i7 • jdiameter(Do) I 80 l . ,. . ;
r s .I. . :: . , �,•
.i :..I..La ---.1 I. 4II Tiii__ , 0.50° it :, : . IrP �' •.
.
4
�r .11....1 I. . l . . I0.
Ij/" 'J I F
, �It
'l1 •. 1. H
.4i •I. •iii. 4�� 'gym I1 111117. . Iii •� I � ii:'.AIIIi!
i-,' a a I �A .Itrr
• :>j/ i dill.
diP
3 .. t --••I :;--�; ' re-_., �.II li.p. .. .,. ail
.a �l II.. 1 .I • I4 I. l , h ... . ,a ,10 °I.. . . I ' 1: .11---I. ,,,1 11-: �•y�r�" Iw.1
I- is:: is .. .. •
, : . l V: _,. 1a' : ,,,, ,,,,► �:::1'I-: , : 1 . . .,,,..., i illjk::'•I,.•- i.'„g1R }i 'IlI ' �.
.; II - 5: �i 141 ,,•, I.Allill :. -1I IF I i ! . . ,i1 pill
�Irll■I I'
La = 8' 1-i, . :i. .i _ ,il. .�2 f ..:., II 1—I..:I Ii-. 1 ' r ' • .i I' INIFIR"irloicAr4e1
10 '-.�1! nn_ _ . ., .:.J _IL__ , ..: :.., __ ; ,, .,�di171t:; a
} , ^ .l , - ... ..I � II i111:
- - y� ijell
Ilr ' . ildl�'ir I w,_
. . , .::
:,i: ! ::,:":: ;,,: ,:1. - � b i 11 4�..I� `pid ail '
iq
1. J. ... • LJi..L
-,- r I- k:_ • - , ;, 1 . • a -- : ar.. r 1: 1 - - I- - �!i -i.i i.., ::. it • 1t r' �tind' ,F, ar
oreile
iP
;.:`.' .:!. : .1 k;., :j:l :::: f : : 1 1-- --'-s .> -10,�► �Pig :: _: •'-k :�
--Jft;.-r . .1I, .i-1•:- . Y=201 : r - : iYAdAi r..-l. k IS
: : r'-• I v. 15 I .. ::i i 1 l:k:... I I lI:l: ' .,: - 1,-!- :.I:
.... 1. I' i
:
.
... •
v to ,+5 _ l i. I j.,. — 20'
r 1.,.'.. 50 —
`v 5 • ...fir ~I _ •i . :. ::: i' . • = 2.4„
i , I
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Q = 2.95 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8_06a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
Ditch 23 (12" Outlet)
La = 12'
Do = 1'
W1 = 3Do = 3'
W2 = Do + La = 1' + 12' = 13'
3 ° '
Outlet W = Do + La 9 I-_;- :LI-0 -.:;-.1-'
PilDe
diameter(Do) I .: ..;"...
. . II. .'
80 I. .. l. .dir,aii.
•
T i7iii__ < 0.50° • • • - •. •I 'IirP.� �' •I�
4 l . .
a :. - i' / rr y. li..
.. ::•--::::: ' I I - .•I! : r . 1,
1 .
01 p 60 !II L1'; .i!�I %7�' � lr
�r il....1 i... .,i. I . . I ro 'J I f
\-2 •I. :1!: I, 'I. •
. . . .: . *eV
. ♦. • .1
11.
•� .., I i :.li •I. •iii. 4�� lair_
IgilI ill', LAir'
1 : . . • : �; :: ' ;: .' :I . • -tom . . :I 1 is lk .4•- .it I12 li
r i� I : I : :.i i: • I I .. : .. ,...I .r l .: ; ; I,. 1 1i i:A,
3 __..I :, ::}..-�i . li fir:; r.1, I}1. : �� iti!
.a ..1I II l .I. .1 i ... ,a -',0 r-I.� . I ' I' •.:1---,• :l,I II•• Il.II
'i I: I ,• : F.
. I I: 1. ::j 'a. ..i' �/,,y I:::I I. I 1 : i : ' : i I I -1. i Il;r-.I. .•`��.'„q1p+�!� r'llI I.
�1- tp. : I` , l. {- I�d N;' ',•, I.; ai 11.E i ! • 't��iH;,4dr11■I I'
20 • ' '_ . 1 a._ 3
La = 12' I-i I1Jsui, . ;i- _ •,:. 2 :• •-• 1' i..1..'i Ii.. 1 . I , • -• .i 11 plip9/1,11". �11tH�•'Q!'
II
1.
10 —- '-bt��!'�,,: _.-_ . ., .'.1 I -.• a --- I::: --i ---,I . .. " frill
ir , dit7 .1miniir_I 1... :I,G ! ;' j..: '. I :i i:::`' I: I ,.:.: v " 1'�lit / i!ii�
:..l �' i ,i • . , . . .; . I:1,,.I . _ b i ! i l l,; I .,_4 ^.i
,.. l 1 i /� 1�t`.'a" Ai
Pinei'. l.r : o.
-!-;•:i'f.I . I. —it.t-•i ----v�?a..- r ^ , .r.gVarir� 11�1� ii:i• `.. 1.1 . a
:.., El
I
11;. l ? I I :. v=pA . r' ii:11 . : i:l;.-l.- --1 -
l - I v m 15 11' : ill:l:: h!:I.. ;; l . . .I.
.
s
•
r ., . ... l i i .:!.,.'. 50 —
Irilii
Iv =5 r : E I..
,
1 I 1 •, ... �...
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Q = 6.92 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8_17P6a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
Ditch 24 (12" Outlet)
La = 6'
Do = 1'
W1 = 3Do = 3'
W2 = Do + La = 1' + 6' = 7'
3 °
..::Hi::i . . :..1
Outlet W = 0o + La 9 I:I-I- -.::-:i;:.:.'•;4
Pipe l .....:. 1-k Ili: :IL .;;;..r/ ,
diameter(Do) ...�'•.. ::. :::::... :i k: ,.. i;•.•ii.
La --I 80 . . 1::..,... • I. i4 I� r
T i7iir r < 0.500
- . :Iil:i,P.l� �'li I
4 l ,
'
•
•
•
h1p60 III 1 . -II .il'•IJrijN : •p .i... .,I. . . , . I . . I 11 g I :t
•I. i. .Il -- "' •
. : . ., . yit .11 11. liV00r 11.
,t`.N 50 .... .I: . .--...'I'..-,k--i:i;. .:i. . . . --- ► r �► '1 II ''` i:
•� I :.ti •I. •iji. 4 '�� I� I •� '.AII11�
4 i i f .,.. . I ir: • 4
I.
I.
FrA
3 .. t •__..I . :, ....._ ,:; r.,l i IT j. ,.I. 111-11ail
.a .1I 11•• 1 .I. :l I , ... ,6 m,,, I.: . . 1: •.• ---i• ,,,I II-• , I II
I- i.: . is I . •• I I • I ,a; ;;I:i . °-! 'i;•.:1 I.: I , •: i _1 i i14--_ •' :. .,figliilr'IlI 1.
20 • u _ 1,5 a. 3
La = 6' I-i I . �1. -1 - -2 f I'• 1..1..:i li.. l ; - i prilii,"1-0:4:4-1i'li- ,ter I1 i :I•:Ili : 'I.1 ' 'a�l/�►* ' ' "- t":, ;II - : ;I I + � jl'
i. ..i .. _- • : -'� 'ear �n"'if I
• i : : i :: •I� .II ji: . l. - ��+�+. 1' �I.�- .��Il lA�lt. N
�' HR��11�T!"� 1a
- i-t I �,• -�----- : I• :L I L.--,-•i ----v�?a. ;� ^ , -F r• ir�•i is i`.. �: a
_11 .il. :I k; � 1� - 1 - ;:��° .�...I -- y .. � �'' ���I - k a �•k
�'`''' i,.l. ` I I Y=2° :ollitl �: ' � 'iII I - : l''j;.-'I • --k :::- 1 a
I I . ' k..i I•.:.I.. . , I 15 a �ti"''i_ • :: .!;.. . d! 4
. li . !1.,. = 20'
-I i.
d500
v 5 • I : : : i ;.' `i i°. = 2.4„
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Q = 1.24 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8_17r6a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
Ditch 27 (12" Outlet)
La = 6'
Do = 1'
W1 = 3Do = 3'
W2 = Do + La = 1' + 6' = 7'
3 °
Outlet W = Do + La 9 I:.I 1 •;4
Pipe 1 • ...... 1: ili: . i..`',II
diameter(Do) I . . : �'•.. .1. :1 is :i: j•r�i
La -- 80 . . �::..,... • I. I: �4 A I r
T iia__ , 0.50° -1: :iil:i�P.l� �' I
4 ,
01p 60 dl 4 . .Li1! .i:�IUri 7�' • r
1�
4 i • II .,.. . :r: Air
• _Vt,'" . . .1 . ! .... ..;. ..: ... Ll..1 ::!: !..': :::. : . . 'L • ' 4- 00111405r 41 . .
• 4
3 . t . :, ....._ ; r.11 i li.j •: Is rill!
... . I li 1 .1. l 1 h ... a �� :: ..i---i. .:rl II-: �� rill!
I- ;i.: . I: •• . I i': • _I. 1a i '''L.'''' ,,,, ,, ► 1-'I
'. I , : 1 ' f i l 1: i 11,11:-'•I,f-- . 0,411 'I ri.
20 u — 1 a. 3
La = 6' I., . .1. -e - .il -2 f I' l..:i li.. l ; - OppLil,"1-0:4.rirVIi- kiiirpill I1 :I•:111 : 'I1 ' aN11M!► •. t I'I - : ;I I + jl'
I. I �...- 1: :` :i: . :.:. v - �/iii�il !! �ill:... . ' . : . , ... ..., i. ..i; .I,i ji:: i..I. : . - Or+�+. P �I:- .1�11..APIt. 01
l j I..:1i, • . b ' - i1.,• 1ii II i ZIIPf N
I' 1R� a
--IIII::
I I.:; , • � ' I'. ri", o
IL:
El
-t I �• -- ---- : I• : I�-t-•i ----v�?a. ;1,-ireill um- r• ili�l��;t:i`.. 1: a
1 ' '. '•'1 • ••1••'!--•...? 4n10, •••••••
�'`''- tL. I I,.I. ';-I4 .... . I I. Y=2° iidill ' � II 1 - :l',i.-'1.• --1 1ill
[4i1 I!....i -- r..i I•.:.I , . , 1� 6 4111! -_ I j� i i ... 1 a
y to ,� / 0MOSPIllr. -.al
. li . !1.,. ::..,. = 0.20'
-I 1.
d50
v 5 : : ? . ;.'i i:.. . . = 2.4"
..I .. 1 . ; 1 : ; L ?:
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Q = 2.52 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8_06a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
Ditch CW1 (12" Outlet)
La = 14'
Do = 1'
W1 = 3Do = 3'
W2 = Do + La = 1' + 14' = 15'
3 °
1 •..::1.::I: :1 . ':..1.
Outlet w = oo + to 9 I-_;- :j`_i-ft -.i: 1,..:-
PiPe .. :::: 1-I1.- `
diameter(Do) I 80 . . l � .: .. :...' � �. ,;; �ii�
.I. .. .. .
T i7water 0.500 . :;ii ,.,. : . 1 .:, , �' Ii
4 . l
o1p' 60 •!II � .�1'; .i!�IU��7-�' ��:
�r I ...1 I. . I . . I ''/. NI I ,f
: irjh 1 •�t
I I • i :.li .I. •i ii. .:
. . 4�� •�o I� I ,� 1- - �LA�.1. Ii1!
1 11 I .,.. . I fir: , tiA Au
4
i .0 :> I I i
3 .. __ ,ter � It 1: ": I '0 4�'itb
Q Ft 1 I :1 ... _• I., . I :l I il'..I.: � I/ ! �
.:.a I I.. I .I , ; I I I. :k : 'a. :+►. I :I` I . i i, .' ,a
I- ;I.: I. 1: I•. :::1 ;a;_.: ,,I, I.. 1 , 1 ; :1 I1 1..1. Il111 - ,� 'o�l�t��.��I��I
La = 14' � .'�ris�� li' i.:; II.. ! I ; : l poi Ais;.•'�I:
IL 1 I:' :I I � +�fl
10 in ........
i .e ..ri __ . :. .,.I.. .. _...,..i. _ . j::: :.i:-_. _ ' 11 all, As,,e1�,0'.`!�
-}.i , - ... .I. -!I -- - 'i .il..� - - S� Ilr II�11 i' I v}'--
:lam gall : , , : 1 , .. ..:. .. :::',, I� :: ,. . ' I_ .1 I + �I• i! 1A1 N
0 -I . :f 1:i:,: ,, b i i I -�.I 'jl i 1i1 1�f'- .iH��: Vi a, a
. ..F. : 1 ; ::: .... ••l .,. .,I--,,i V.
/iiiv/ 5�';'a// . 1:If�'1!�'ir 1.� : 2 a
� {11 1-- i . . is ii�- ... :',i, .I.. : : .� }. ! M�
41`;.“1 I l -~— --:: 1• ::Ii.t-1 ----v ?a.,- r ^ , +�r:.imP. I
, i1ifE
•
•
• : k I '' . " t: _,: :::I ;�
Z5 a LAW 1 1 .,.i.. :.1. .... . ,... ..1. 1
: 1.., i; vc 15 I 1'' , :-I-iIl: :... , 11H. •i- ••.. ... 11---.:...I.
.Ai
1. .....
• • • : :. 1j:;.L d50 = 0.50'
. r f _ i I.. = 6„
v =5
1
3 5 10 20 50 100 20011 500 1000
Discharge(ft3/sec)
Q = 9.87 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8_1716a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

BOULDER RUN - RIPRAP APRON CALCULATIONS Appendices
Ditch CW2 (12" Outlet)
La = 6'
Do = 1'
W1 = 3Do = 3'
W2 = Do + La = 1' + 6' = 7'
3 °
..::1. I :i . '...1.
Outlet w = oo + to 9 1- ;- :Li-0. -.i:-:
PiPe
diameter(Do) I 80 l • ;
I1 j..I.• ..::... : ,. iI. .
.i :..,..La --.1 I �;I.
II0.50°Tfill--i . ' rP �' •
01 p 60 d1 � ; .i!�I %7�' :r
�r .il....1 i... :11: . . . I . . I l 1,Ij/" it I 1
. :] :11:..L 1. 1 : 4 • :- (t...,--al di ......N. ' 1 I ; I..::.
v. It
011iir-
4 1 I. I I .,.. . I ,r: ., r ' rr
_ 4
• � : : ' I l : �; :: . . : : I i n iii
3 ..• t . __..I :;:.-:; ' ;-, ,,1 l,i: ::k' .� ail
lh
.:i �1 fl.. I .�. :l I , ... ,a m.- L. ..i---,. „rl II-: �� r1�i i�11
I- i:.: G: .. - I V 1. .i ' ' !!..:, I .I :.: , : 1 i ' : f1i.:.1 i Il;1k::'•I,-i p+�e}'i �4.
:�: ',i. I• .. ., 1. 5. -4/' N;' ,'., i.,. ' i' I ! m�; ' 1.
3
j-,, . ;I- �2 •M' li. ;..1..:i li.. l i'
La = 6 :1, !I.: { m �r ..: .. II il.i i :1 �11119.1111 ,0›:4-V!1
lfl '�.Nitearn . ' .•, .:.J i. :: _:ai:._ .' : 1-•:'I _I� '• .I I 1 11, . de17., a
r. •`' �...-'1 :i li::.i .I: k •. :.:.:may " �,1'jv�� lt �li!li �.
0Iii1� . .... . i , . 1 , .. :, : . ' ... • ..: ;,,:i : . b i - i I it i�,ri ' tl ii��ISII• "'
•.1: :II:
j1: �..1. ' ., I � Il 2 N
,910,5151.1r
i I; +. iif"! �r }! mt
-f' LiLJ
fil : r. -- __—....i: I. ::.4._, ;i ----v�25., ,.I :.nrir�. l�1i ;i., .. 1:k : - a
cc
--fi•;.-r 11. .i.,,..11,.,:. ...! ,.., I'... . Y=pl 'skiiI - : plrilir
rA
k in
: 15 & �I1Pr'w' 1 j� ; I ... 1 1 a
: - ' r'-• 1 v s 15 1 .. 1 ::I i I 11 k:... 1 11i:i`: .,- - li- ::�:
w 1. i . 1...
:
11°.
... v to ,+5 _ . II. I I.,., - 20'
r 50 -
• I k ; I : ; 1.... . .. I:. ... C
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Q = 2.14 cfs (from Flowmaster)
Curves may not be extrapolated.
Figure 8.Q6a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition(Tw‹0.5 diameter).
Rev.12/93 8.06.3

DocuSign Envelope ID:4462E77E-DB7A-42FE-8384-1 BCE3991752E
Boulder Run Subdivision
3.5 Appendix 5 — Erosion Control Matting Calculations
if Dewberry- EROSION & SEDIMENTATION CONTROL CALCULATIONS 14

41 ROLLMAXTM
(� ROLLED EROSION CONTROL
-1
Specification Sheet - VMax° SC250® Turf Reinforcement Mat
DESCRIPTION Index Property Test Method Typical
The composite turf reinforcement mat(C-TRM)shall be a ma-
chine-produced mat of 70%straw and 30%coconut fiber matrix Thickness ASTM D6525 0.62 in.
(15.75 mm)
incorporated into permanent three-dimensional turf reinforce-
ment matting.The matrix shall be evenly distributed across the Resiliency ASTM 6524 95.2%
entire width of the matting and stitch bonded between a heavy Density ASTM D792 0.891 g/cm3
duty UV stabilized nettings with 0.50 x 0.50 inch(1.27 x 1.27 cm)
openings,an ultra heavy UV stabilized,dramatically corrugated Mass/Unit Area ASTM 6566 16.13 oz/sy
(crimped)intermediate netting with 0.5 x 0.5 inch(1.27 x 1.27 cm) (548 g/sm)
openings,and covered by an heavy duty UV stabilized nettings UV Stability ASTM D4355/ 100%
with 0.50 x 0.50 inch(1.27 x 1.27 cm)openings.The middle 1000 HR
corrugated netting shall form prominent closely spaced ridges Porosity ECTC Guidelines 99%
across the entire width of the mat.The three nettings shall be
stitched together on 1.50 inch(3.81cm)centers with UV stabilized Stiffness ASTM D1388 222.65 oz-in.
polypropylene thread to form permanent three-dimensional turf
reinforcement matting.All mats shall be manufactured with Light Penetration ASTM D6567 4.1%
a colored thread stitched along both outer edges as an overlap
guide for adjacent mats. Tensile Strength-MD ASTM D6818 709 lbs/ft
(10.51 kN/m)
The SC250 shall meet Type 5A,5B,and 5C specification require Elongation-MD ASTM D6818 23.9%
ments established by the Erosion Control Technology Council
(ECTC)and Federal Highway Administration's(FHWA) FP-03 Tensile Strength-TD ASTM D6818 712 lbs/ft
Section 713.18 (10.56 I<N/m)
Material Content Elongation-TD ASTM D6818 36.9%
70%Straw Fiber 0.35 lb/sq yd Biomass Improvement ASTM D7322 441%
Matrix (0.19 kg/sm)
30%Coconut Fiber 0.15 lbs/sq yd
(0.08 kg/sm)
Top and Bottom,UV-Stabilized 5 lb/1000 sq ft Design Permissible Shear Stress
Polypropylene (2.44 kg/too sm) Short Duration Long Duration
Netting
Middle,Corrugated UV-Stabilized 24lb/1000 sf
Polypropylene (11.7 kg/100 sm) Phase 1:Unvegetated 3.0 psf(144 Pa) 2.5 psf(120 Pa)
Thread Polypropylene,UV Stable Phase 2:Partially Veg. 8.0 psf(383 Pa) 8.0 psf(383 Pa)
Phase 3:Fully Veg. 10.0 psf(480 Pa) 8.0 psf(383 Pa)
Standard Roll Sizes Unvegetated Velocity 9.5 fps(2.9 m/s)
Width 6.5 ft(2.0 m) Vegetated Velocity 15 fps(4.6 m/s)
Length 55.5 ft(16.9 m)
Weight±10% 34 lbs(15.42 kg)
Area 40 sq yd(33.4 sm)

Slope Design Data:C Factors Roughness Coefficients- Unveg.
Slope Gradients(S) Flow Depth Manning's n
Slope Length(L) <_3:1 3:1-2.1 >_2:1 <0.50 ft(0.15 m) 0.040
<-20 ft(6 m) 0.0010 0.0209 0.0507 0.50-2.0 ft 0.040-0.012
20-50 ft 0.0081 0.0266 0.0574 >_2.0 ft(0.60 m) 0.011
>_SO ft(15.2 m) 0.0455 0.0555 0.081
Te n sa r. Tensar International Corporation 2500 Northwinds Parkway Tensar International Corporation warrants that at the time of delivery the product furnished
hereunder shall conform to the specification stated herein.Any other warranty including
Suite 500 merchantability and fitness for a particular purpose,are hereby executed.If the product
does not meet specifications on this page and Tensar is notified prior to installation,Tensar
Alpharetta,GA 30009 will replace the product at no cost to the customer.This product specification supersedes
NORTH AMERICAN GREEN®
800-TENSAR-1 all prior specifications for the product described above and is not applicable to any
tensarcorp.com products shipped prior to January 1,2012.
©2013,Tensar International Corporation
EC_RMX_M PDS_VMSC250_5.13

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH 1
Name DITCH 1
Discharge 31.57
Channel Slope 0.042
Channel Bottom Width 3
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax3k Straight 31.57 cfs 6.91 ft/s 0.83 ft 0.03 2.3 lbs/ft2 2.18 lbs/ft2 1.06 STABLE E
Unvegetated
Underlying Straight 31.57 cfs 6.91 ft/s 0.83 ft 0.03 2.51 lbs/ft2 1.45 lbs/ft2 1.73 STABLE E
Substrate
TMax3k Straight 31.57 cfs 5.7 ft/s 0.95 ft 0.039 14 lbs/ft2 2.49 lbs/ft2 5.63 STABLE E
Reinforced
Vegetation
Underlying Straight 31.57 cfs 5.7 ft/s 0.95 ft 0.039 9.69 lbs/ft2 1.61 lbs/ft2 6 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax Straight 31.57 cfs 7.05 ft/s 0.82 ft 0.029 2.3 lbs/ft2 2.15 lbs/ft2 1.07 STABLE E
Unvegetated
Underlying Straight 31.57 cfs 7.05 ft/s 0.82 ft 0.029 2.51 lbs/ft2 1.43 lbs/ft2 1.75 STABLE E
Substrate
TMax Reinforced Straight 31.57 cfs 5.7 ft/s 0.95 ft 0.039 16 lbs/ft2 2.49 lbs/ft2 6.44 STABLE E
Vegetation
Underlying Straight 31.57 cfs 5.7 ft/s 0.95 ft 0.039 7.02 lbs/ft2 1.61 lbs/ft2 4.35 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
W3000 Straight 31.57 cfs 6.73 ft/s 0.85 ft 0.031 2.3 lbs/ft2 2.21 lbs/ft2 1.04 STABLE E
Unvegetated
Underlying Straight 31.57 cfs 6.73 ft/s 0.85 ft 0.031 2.51 lbs/ft2 1.47 lbs/ft2 1.71 STABLE E
Substrate
W3000 Straight 31.57 cfs 5.7 ft/s 0.95 ft 0.039 14 lbs/ft2 2.49 lbs/ft2 5.63 STABLE E
Reinforced
Vegetation
Underlying Straight 31.57 cfs 5.7 ft/s 0.95 ft 0.039 6.68 lbs/ft2 1.61 lbs/ft2 4.14 STABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 31.57 cfs 6.58 ft/s 0.86 ft 0.032 3 lbs/ft2 2.25 lbs/ft2 1.33 STABLE E
Unvegetated
Underlying Straight 31.57 cfs 6.58 ft/s 0.86 ft 0.032 3.27 lbs/ft2 1.49 lbs/ft2 2.2 STABLE E
Substrate
SC250 Straight 31.57 cfs 5.7 ft/s 0.95 ft 0.039 10 lbs/ft2 2.49 lbs/ft2 4.02 STABLE E
Reinforced
Vegetation
Underlying Straight 31.57 cfs 5.7 ft/s 0.95 ft 0.039 5.01 lbs/ft2 1.61 lbs/ft2 3.1 STABLE E
Substrate
C350
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
C350 Straight 31.57 cfs 6.46 ft/s 0.87 ft 0.033 3.2 lbs/ft2 2.28 lbs/ft2 1.4 STABLE E
Unvegetated
Underlying Straight 31.57 cfs 6.46 ft/s 0.87 ft 0.033 3.49 lbs/ft2 1.5 lbs/ft2 2.32 STABLE E
Substrate
C350 Reinforced Straight 31.57 cfs 5.7 ft/s 0.95 ft 0.039 12 lbs/ft2 2.49 lbs/ft2 4.83 STABLE E
Vegetation
Underlying Straight 31.57 cfs 5.7 ft/s 0.95 ft 0.039 7.68 lbs/ft2 1.61 lbs/ft2 4.76 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 31.57 cfs 6.89 ft/s 0.83 ft 0.03 3.3 lbs/ft2 2.18 lbs/ft2 1.51 STABLE E
Unvegetated
Underlying Straight 31.57 cfs 6.89 ft/s 0.83 ft 0.03 3.6 lbs/ft2 1.45 lbs/ft2 2.48 STABLE E
Substrate
P550 Reinforced Straight 31.57 cfs 5.7 ft/s 0.95 ft 0.039 14 lbs/ft2 2.49 lbs/ft2 5.63 STABLE E
Vegetation
Underlying Straight 31.57 cfs 5.7 ft/s 0.95 ft 0.039 6.01 lbs/ft2 1.61 lbs/ft2 3.72 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P300 Straight 31.57 cfs 6.51 ft/s 0.87 ft 0.032 2.8 lbs/ft2 2.27 lbs/ft2 1.23 STABLE E
Unvegetated
Underlying Straight 31.57 cfs 6.51 ft/s 0.87 ft 0.032 3.05 lbs/ft2 1.5 lbs/ft2 2.04 STABLE E
Substrate
P300 Reinforced Straight 31.57 cfs 5.7 ft/s 0.95 ft 0.039 12 lbs/ft2 2.49 lbs/ft2 4.83 STABLE E
Vegetation
Underlying Straight 31.57 cfs 5.7 ft/s 0.95 ft 0.039 6.01 lbs/ft2 1.61 lbs/ft2 3.72 STABLE E
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH 3
Name DITCH 3
Discharge 15.59
Channel Slope 0.039
Channel Bottom Width 3
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax3k Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 2.3 lbs/ft2 1.45 lbs/ft2 1.59 STABLE E
Unvegetated
Underlying Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 2.51 lbs/ft2 1.02 lbs/ft2 2.45 STABLE E
Substrate
TMax3k Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 14 lbs/ft2 1.45 lbs/ft2 9.69 STABLE E
Reinforced
Vegetation
Underlying Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 2.6 lbs/ft2 1.02 lbs/ft2 2.54 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 2.3 lbs/ft2 1.45 lbs/ft2 1.59 STABLE E
Unvegetated
Underlying Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 2.51 lbs/ft2 1.02 lbs/ft2 2.45 STABLE E
Substrate
TMax Reinforced Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 16 lbs/ft2 1.45 lbs/ft2 11.07 STABLE E
Vegetation
Underlying Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 2.3 lbs/ft2 1.02 lbs/ft2 2.25 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
W3000 Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 2.3 lbs/ft2 1.45 lbs/ft2 1.59 STABLE E
Unvegetated
Underlying Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 2.51 lbs/ft2 1.02 lbs/ft2 2.45 STABLE E
Substrate
W3000 Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 14 lbs/ft2 1.45 lbs/ft2 9.69 STABLE E
Reinforced
Vegetation
Underlying Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 2.3 lbs/ft2 1.02 lbs/ft2 2.25 STABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 3 lbs/ft2 1.45 lbs/ft2 2.08 STABLE E
Unvegetated
Underlying Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 3.27 lbs/ft2 1.02 lbs/ft2 3.2 STABLE E
Substrate
SC250 Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 10 lbs/ft2 1.45 lbs/ft2 6.92 STABLE E
Reinforced
Vegetation
Underlying Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 3 lbs/ft2 1.02 lbs/ft2 2.93 STABLE E
Substrate
C350
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
C350 Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 3.2 lbs/ft2 1.45 lbs/ft2 2.21 STABLE E
Unvegetated
Underlying Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 3.49 lbs/ft2 1.02 lbs/ft2 3.41 STABLE E
Substrate
C350 Reinforced Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 12 lbs/ft2 1.45 lbs/ft2 8.3 STABLE E
Vegetation
Underlying Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 3.2 lbs/ft2 1.02 lbs/ft2 3.13 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 3.3 lbs/ft2 1.45 lbs/ft2 2.28 STABLE E
Unvegetated
Underlying Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 3.6 lbs/ft2 1.02 lbs/ft2 3.52 STABLE E
Substrate
P550 Reinforced Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 14 lbs/ft2 1.45 lbs/ft2 9.69 STABLE E
Vegetation
Underlying Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 3.3 lbs/ft2 1.02 lbs/ft2 3.23 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P300 Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 2.8 lbs/ft2 1.45 lbs/ft2 1.94 STABLE E
Unvegetated
Underlying Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 3.05 lbs/ft2 1.02 lbs/ft2 2.98 STABLE E
Substrate
P300 Reinforced Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 12 lbs/ft2 1.45 lbs/ft2 8.3 STABLE E
Vegetation
Underlying Straight 15.59 cfs 5.49 ft/s 0.59 ft 0.03 2.8 lbs/ft2 1.02 lbs/ft2 2.74 STABLE E
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH 4
Name DITCH 4
Discharge 8.37
Channel Slope 0.045
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
TMax3k Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 2.3 lbs/ft2 2.06 lbs/ft2 1.12 STABLE E
Unvegetated
Underlying Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 2.51 Ibs/ft2 0.98 Ibs/ft2 2.57 STABLE E
Substrate
TMax3k Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 14 lbs/ft2 2.06 lbs/ft2 6.81 STABLE E
Reinforced
Vegetation
Underlying Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 2.6 lbs/ft2 0.98 lbs/ft2 2.67 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 2.3 lbs/ft2 2.06 lbs/ft2 1.12 STABLE E
Unvegetated
Underlying Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 2.51 lbs/ft2 0.98 lbs/ft2 2.57 STABLE E
Substrate
TMax Reinforced Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 16 Ibs/ft2 2.06 Ibs/ft2 7.78 STABLE E
Vegetation
Underlying Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 2.3 lbs/ft2 0.98 lbs/ft2 2.36 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
W3000 Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 2.3 lbs/ft2 2.06 lbs/ft2 1.12 STABLE E
Unvegetated
Underlying Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 2.51 Ibs/ft2 0.98 Ibs/ft2 2.57 STABLE E
Substrate
W3000 Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 14 lbs/ft2 2.06 lbs/ft2 6.81 STABLE E
Reinforced
Vegetation
Underlying Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 2.3 lbs/ft2 0.98 lbs/ft2 2.36 STABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 3 lbs/ft2 2.06 lbs/ft2 1.46 STABLE E
Unvegetated
Underlying Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 3.27 lbs/ft2 0.98 lbs/ft2 3.35 STABLE E
Substrate
SC250 Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 10 lbs/ft2 2.06 lbs/ft2 4.86 STABLE E
Reinforced
Vegetation
Underlying Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 3 Ibs/ft2 0.98 Ibs/ft2 3.07 STABLE E
Substrate
C350
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C350 Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 3.2 Ibs/ft2 2.06 lbs/ft2 1.56 STABLE E
Unvegetated
Underlying Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 3.49 Ibs/ft2 0.98 Ibs/ft2 3.57 STABLE E
Substrate
C350 Reinforced Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 12 lbs/ft2 2.06 lbs/ft2 5.83 STABLE E
Vegetation
Underlying Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 3.2 lbs/ft2 0.98 lbs/ft2 3.28 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 3.3 Ibs/ft2 2.06 Ibs/ft2 1.6 STABLE E
Unvegetated
Underlying Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 3.6 Ibs/ft2 0.98 lbs/ft2 3.69 STABLE E
Substrate
P550 Reinforced Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 14 lbs/ft2 2.06 lbs/ft2 6.81 STABLE E
Vegetation
Underlying Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 3.3 lbs/ft2 0.98 lbs/ft2 3.38 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Underlying Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 2.8 lbs/ft2 0.98 lbs/ft2 2.87 STABLE E
Substrate
P300 Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 2.8 lbs/ft2 2.06 lbs/ft2 1.36 STABLE E
Unvegetated
Underlying Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 3.05 lbs/ft2 0.98 lbs/ft2 3.13 STABLE E
Substrate
P300 Reinforced Straight 8.37 cfs 5.19 ft/s 0.73 ft 0.03 12 lbs/ft2 2.06 lbs/ft2 5.83 STABLE E
Vegetation

ElNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH 6A
Name DITCH 6A
Discharge 3.12
Channel Slope 0.08
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax3k Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 2.3 lbs/ft2 2.27 lbs/ft2 1.01 STABLE E
Unvegetated
Underlying Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 2.51 lbs/ft2 1.08 lbs/ft2 2.33 STABLE E
Substrate
TMax3k Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 14 lbs/ft2 2.27 lbs/ft2 6.17 STABLE E
Reinforced
Vegetation
Underlying Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 2.6 lbs/ft2 1.08 lbs/ft2 2.42 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
TMax Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 2.3 Ibs/ft2 2.27 Ibs/ft2 1.01 STABLE E
Unvegetated
Underlying Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 2.51 lbs/ft2 1.08 lbs/ft2 2.33 STABLE E
Substrate
TMax Reinforced Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 16 lbs/ft2 2.27 lbs/ft2 7.06 STABLE E
Vegetation
Underlying Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 2.3 Ibs/ft2 1.08 Ibs/ft2 2.14 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
W3000 Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 2.3 lbs/ft2 2.27 lbs/ft2 1.01 STABLE E
Unvegetated
Underlying Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 2.51 lbs/ft2 1.08 lbs/ft2 2.33 STABLE E
Substrate
W3000 Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 14 lbs/ft2 2.27 lbs/ft2 6.17 STABLE E
Reinforced
Vegetation
Underlying Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 2.3 lbs/ft2 1.08 lbs/ft2 2.14 STABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC250 Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 3 Ibs/ft2 2.27 Ibs/ft2 1.32 STABLE E
Unvegetated
Underlying Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 3.27 lbs/ft2 1.08 lbs/ft2 3.04 STABLE E
Substrate
SC250 Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 10 lbs/ft2 2.27 lbs/ft2 4.41 STABLE E
Reinforced
Vegetation
Underlying Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 3 lbs/ft2 1.08 lbs/ft2 2.79 STABLE E
Substrate
C350
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
C350 Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 3.2 lbs/ft2 2.27 lbs/ft2 1.41 STABLE E
Unvegetated
Underlying Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 3.49 lbs/ft2 1.08 lbs/ft2 3.24 STABLE E
Substrate
C350 Reinforced Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 12 lbs/ft2 2.27 lbs/ft2 5.29 STABLE E
Vegetation
Underlying Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 3.2 lbs/ft2 1.08 lbs/ft2 2.97 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P550 Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 3.3 lbs/ft2 2.27 lbs/ft2 1.46 STABLE E
Unvegetated
Underlying Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 3.6 lbs/ft2 1.08 lbs/ft2 3.34 STABLE E
Substrate
P550 Reinforced Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 14 lbs/ft2 2.27 lbs/ft2 6.17 STABLE E
Vegetation
Underlying Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 3.3 lbs/ft2 1.08 lbs/ft2 3.07 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P300 Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 2.8 lbs/ft2 2.27 lbs/ft2 1.23 STABLE E
Unvegetated
Underlying Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 3.05 lbs/ft2 1.08 lbs/ft2 2.84 STABLE E
Substrate
P300 Reinforced Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 12 lbs/ft2 2.27 lbs/ft2 5.29 STABLE E
Vegetation
Underlying Straight 3.12 cfs 5.04 ft/s 0.45 ft 0.03 2.8 lbs/ft2 1.08 lbs/ft2 2.6 STABLE E
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH 6B
Name DITCH 6B
Discharge 5.57
Channel Slope 0.102
Channel Bottom Width 2
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax3k Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 2.3 lbs/ft2 2.01 lbs/ft2 1.14 STABLE E
Unvegetated
Underlying Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 2.51 lbs/ft2 1.48 lbs/ft2 1.69 STABLE E
Substrate
TMax3k Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 14 lbs/ft2 2.01 lbs/ft2 6.97 STABLE E
Reinforced
Vegetation
Underlying Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 2.6 lbs/ft2 1.48 lbs/ft2 1.76 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 2.3 lbs/ft2 2.01 lbs/ft2 1.14 STABLE E
Unvegetated
Underlying Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 2.51 lbs/ft2 1.48 lbs/ft2 1.69 STABLE E
Substrate
TMax Reinforced Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 16 lbs/ft2 2.01 lbs/ft2 7.96 STABLE E
Vegetation
Underlying Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 2.3 lbs/ft2 1.48 lbs/ft2 1.55 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
W3000 Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 2.3 lbs/ft2 2.01 lbs/ft2 1.14 STABLE E
Unvegetated
Underlying Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 2.51 lbs/ft2 1.48 lbs/ft2 1.69 STABLE E
Substrate
W3000 Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 14 lbs/ft2 2.01 lbs/ft2 6.97 STABLE E
Reinforced
Vegetation
Underlying Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 2.3 lbs/ft2 1.48 lbs/ft2 1.55 STABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 3 lbs/ft2 2.01 lbs/ft2 1.49 STABLE E
Unvegetated
Underlying Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 3.27 lbs/ft2 1.48 lbs/ft2 2.21 STABLE E
Substrate
SC250 Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 10 lbs/ft2 2.01 lbs/ft2 4.98 STABLE E
Reinforced
Vegetation
Underlying Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 3 lbs/ft2 1.48 lbs/ft2 2.02 STABLE E
Substrate
C350
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
C350 Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 3.2 lbs/ft2 2.01 lbs/ft2 1.59 STABLE E
Unvegetated
Underlying Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 3.49 lbs/ft2 1.48 lbs/ft2 2.35 STABLE E
Substrate
C350 Reinforced Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 12 lbs/ft2 2.01 lbs/ft2 5.97 STABLE E
Vegetation
Underlying Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 3.2 lbs/ft2 1.48 lbs/ft2 2.16 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 3.3 lbs/ft2 2.01 lbs/ft2 1.64 STABLE E
Unvegetated
Underlying Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 3.6 lbs/ft2 1.48 lbs/ft2 2.43 STABLE E
Substrate
P550 Reinforced Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 14 lbs/ft2 2.01 lbs/ft2 6.97 STABLE E
Vegetation
Underlying Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 3.3 lbs/ft2 1.48 lbs/ft2 2.23 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P300 Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 2.8 lbs/ft2 2.01 lbs/ft2 1.39 STABLE E
Unvegetated
Underlying Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 3.05 lbs/ft2 1.48 lbs/ft2 2.06 STABLE E
Substrate
P300 Reinforced Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 12 lbs/ft2 2.01 lbs/ft2 5.97 STABLE E
Vegetation
Underlying Straight 5.57 cfs 5.99 ft/s 0.32 ft 0.03 2.8 lbs/ft2 1.48 lbs/ft2 1.89 STABLE E
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH 12
Name DITCH 12
Discharge 9.36
Channel Slope 0.05
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax3k Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 2.3 lbs/ft2 2.34 lbs/ft2 0.98 UNSTABLE E
Unvegetated
Underlying Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 2.51 lbs/ft2 1.11 lbs/ft2 2.26 STABLE E
Substrate
TMax3k Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 14 lbs/ft2 2.34 lbs/ft2 5.99 STABLE E
Reinforced
Vegetation
Underlying Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 2.6 lbs/ft2 1.11 lbs/ft2 2.35 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 2.3 lbs/ft2 2.34 lbs/ft2 0.98 UNSTABLE E
Unvegetated
Underlying Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 2.51 lbs/ft2 1.11 lbs/ft2 2.26 STABLE E
Substrate
TMax Reinforced Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 16 lbs/ft2 2.34 lbs/ft2 6.85 STABLE E
Vegetation
Underlying Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 2.3 lbs/ft2 1.11 lbs/ft2 2.07 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
W3000 Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 2.3 lbs/ft2 2.34 lbs/ft2 0.98 UNSTABLE E
Unvegetated
Underlying Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 2.51 lbs/ft2 1.11 lbs/ft2 2.26 STABLE E
Substrate
W3000 Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 14 lbs/ft2 2.34 lbs/ft2 5.99 STABLE E
Reinforced
Vegetation
Underlying Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 2.3 lbs/ft2 1.11 lbs/ft2 2.07 STABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC250 Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 3 lbs/ft2 2.34 Ibs/ft2 1.28 STABLE E
Unvegetated
Underlying Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 3.27 lbs/ft2 1.11 lbs/ft2 2.95 STABLE E
Substrate
SC250 Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 10 Ibs/ft2 2.34 Ibs/ft2 4.28 STABLE E
Reinforced
Vegetation
Underlying Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 3 lbs/ft2 1.11 lbs/ft2 2.71 STABLE E
Substrate
C350
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
C350 Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 3.2 lbs/ft2 2.34 lbs/ft2 1.37 STABLE E
Unvegetated
Underlying Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 3.49 lbs/ft2 1.11 lbs/ft2 3.15 STABLE E
Substrate
C350 Reinforced Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 12 lbs/ft2 2.34 lbs/ft2 5.13 STABLE E
Vegetation
Underlying Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 3.2 lbs/ft2 1.11 lbs/ft2 2.89 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 3.3 lbs/ft2 2.34 lbs/ft2 1.41 STABLE E
Unvegetated
Underlying Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 3.6 lbs/ft2 1.11 lbs/ft2 3.24 STABLE E
Substrate
P550 Reinforced Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 14 lbs/ft2 2.34 lbs/ft2 5.99 STABLE E
Vegetation
Underlying Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 3.3 lbs/ft2 1.11 lbs/ft2 2.98 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P300 Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 2.8 lbs/ft2 2.34 lbs/ft2 1.2 STABLE E
Unvegetated
Underlying Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 3.05 lbs/ft2 1.11 lbs/ft2 2.75 STABLE E
Substrate
P300 Reinforced Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 12 lbs/ft2 2.34 lbs/ft2 5.13 STABLE E
Vegetation
Underlying Straight 9.36 cfs 5.56 ft/s 0.75 ft 0.03 2.8 lbs/ft2 1.11 lbs/ft2 2.53 STABLE E
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH 14
Name DITCH 14
Discharge 18.71
Channel Slope 0.06
Channel Bottom Width 2
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax3k Straight 18.71 cfs 7.05 ft/s 0.66 ft 0.029 2.3 lbs/ft2 2.49 lbs/ft2 0.92 UNSTABLE E
Unvegetated
Underlying Straight 18.71 cfs 7.05 ft/s 0.66 ft 0.029 2.51 lbs/ft2 1.6 lbs/ft2 1.56 STABLE E
Substrate
TMax3k Straight 18.71 cfs 5.9 ft/s 0.75 ft 0.037 14 lbs/ft2 2.79 lbs/ft2 5.01 STABLE E
Reinforced
Vegetation
Underlying Straight 18.71 cfs 5.9 ft/s 0.75 ft 0.037 4.04 lbs/ft2 1.76 lbs/ft2 2.29 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax Straight 18.71 cfs 7.26 ft/s 0.65 ft 0.028 2.3 lbs/ft2 2.44 lbs/ft2 0.94 UNSTABLE E
Unvegetated
Underlying Straight 18.71 cfs 7.26 ft/s 0.65 ft 0.028 2.51 lbs/ft2 1.57 lbs/ft2 1.59 STABLE E
Substrate
TMax Reinforced Straight 18.71 cfs 5.9 ft/s 0.75 ft 0.037 16 lbs/ft2 2.79 lbs/ft2 5.72 STABLE E
Vegetation
Underlying Straight 18.71 cfs 5.9 ft/s 0.75 ft 0.037 2.92 lbs/ft2 1.76 lbs/ft2 1.66 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
W3000 Straight 18.71 cfs 6.9 ft/s 0.67 ft 0.03 2.3 lbs/ft2 2.52 lbs/ft2 0.91 UNSTABLE E
Unvegetated
Underlying Straight 18.71 cfs 6.9 ft/s 0.67 ft 0.03 2.51 lbs/ft2 1.62 lbs/ft2 1.55 STABLE E
Substrate
W3000 Straight 18.71 cfs 5.9 ft/s 0.75 ft 0.037 14 lbs/ft2 2.79 lbs/ft2 5.01 STABLE E
Reinforced
Vegetation
Underlying Straight 18.71 cfs 5.9 ft/s 0.75 ft 0.037 2.78 lbs/ft2 1.76 lbs/ft2 1.58 STABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 18.71 cfs 6.76 ft/s 0.68 ft 0.031 3 lbs/ft2 2.55 lbs/ft2 1.18 STABLE E
Unvegetated
Underlying Straight 18.71 cfs 6.76 ft/s 0.68 ft 0.031 3.27 lbs/ft2 1.64 lbs/ft2 2 STABLE E
Substrate
SC250 Straight 18.71 cfs 5.9 ft/s 0.75 ft 0.037 10 lbs/ft2 2.79 lbs/ft2 3.58 STABLE E
Reinforced
Vegetation
Underlying Straight 18.71 cfs 5.9 ft/s 0.75 ft 0.037 3 lbs/ft2 1.76 lbs/ft2 1.7 STABLE E
Substrate
C350
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
C350 Straight 18.71 cfs 6.61 ft/s 0.69 ft 0.032 3.2 lbs/ft2 2.6 lbs/ft2 1.23 STABLE E
Unvegetated
Underlying Straight 18.71 cfs 6.61 ft/s 0.69 ft 0.032 3.49 lbs/ft2 1.66 lbs/ft2 2.1 STABLE E
Substrate
C350 Reinforced Straight 18.71 cfs 5.9 ft/s 0.75 ft 0.037 12 lbs/ft2 2.79 lbs/ft2 4.29 STABLE E
Vegetation
Underlying Straight 18.71 cfs 5.9 ft/s 0.75 ft 0.037 3.2 lbs/ft2 1.76 lbs/ft2 1.82 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 18.71 cfs 7.09 ft/s 0.66 ft 0.029 3.3 lbs/ft2 2.48 lbs/ft2 1.33 STABLE E
Unvegetated
Underlying Straight 18.71 cfs 7.09 ft/s 0.66 ft 0.029 3.6 lbs/ft2 1.6 lbs/ft2 2.25 STABLE E
Substrate
P550 Reinforced Straight 18.71 cfs 5.9 ft/s 0.75 ft 0.037 14 lbs/ft2 2.79 lbs/ft2 5.01 STABLE E
Vegetation
Underlying Straight 18.71 cfs 5.9 ft/s 0.75 ft 0.037 3.3 lbs/ft2 1.76 lbs/ft2 1.87 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P300 Straight 18.71 cfs 6.7 ft/s 0.69 ft 0.031 2.8 lbs/ft2 2.57 lbs/ft2 1.09 STABLE E
Unvegetated
Underlying Straight 18.71 cfs 6.7 ft/s 0.69 ft 0.031 3.05 lbs/ft2 1.65 lbs/ft2 1.85 STABLE E
Substrate
P300 Reinforced Straight 18.71 cfs 5.9 ft/s 0.75 ft 0.037 12 lbs/ft2 2.79 lbs/ft2 4.29 STABLE E
Vegetation
Underlying Straight 18.71 cfs 5.9 ft/s 0.75 ft 0.037 2.8 lbs/ft2 1.76 lbs/ft2 1.59 STABLE E
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH 15
Name DITCH 15
Discharge 13.67
Channel Slope 0.08
Channel Bottom Width 2
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
TMax3k Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 2.3 lbs/ft2 2.67 lbs/ft2 0.86 UNSTABLE E
Unvegetated
Underlying Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 2.51 lbs/ft2 1.79 lbs/ft2 1.4 STABLE E
Substrate
TMax3k Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 14 lbs/ft2 2.67 lbs/ft2 5.23 STABLE E
Reinforced
Vegetation
Underlying Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 2.6 lbs/ft2 1.79 lbs/ft2 1.45 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 2.3 lbs/ft2 2.67 lbs/ft2 0.86 UNSTABLE E
Unvegetated
Underlying Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 2.51 lbs/ft2 1.79 lbs/ft2 1.4 STABLE E
Substrate
TMax Reinforced Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 16 lbs/ft2 2.67 lbs/ft2 5.98 STABLE E
Vegetation
Underlying Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 2.3 lbs/ft2 1.79 lbs/ft2 1.28 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
W3000 Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 2.3 lbs/ft2 2.67 lbs/ft2 0.86 UNSTABLE E
Unvegetated
Underlying Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 2.51 lbs/ft2 1.79 lbs/ft2 1.4 STABLE E
Substrate
W3000 Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 14 lbs/ft2 2.67 lbs/ft2 5.23 STABLE E
Reinforced
Vegetation
Underlying Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 2.3 lbs/ft2 1.79 lbs/ft2 1.28 STABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 3 Ibs/ft2 2.67 Ibs/ft2 1.12 STABLE E
Unvegetated
Underlying Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 3.27 lbs/ft2 1.79 lbs/ft2 1.83 STABLE E
Substrate
SC250 Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 10 lbs/ft2 2.67 lbs/ft2 3.74 STABLE E
Reinforced
Vegetation
Underlying Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 3 lbs/ft2 1.79 lbs/ft2 1.68 STABLE E
Substrate
C350
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C350 Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 3.2 lbs/ft2 2.67 lbs/ft2 1.2 STABLE E
Unvegetated
Underlying Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 3.49 lbs/ft2 1.79 lbs/ft2 1.95 STABLE E
Substrate
C350 Reinforced Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 12 lbs/ft2 2.67 lbs/ft2 4.49 STABLE E
Vegetation
Underlying Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 3.2 lbs/ft2 1.79 lbs/ft2 1.79 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 3.3 lbs/ft2 2.67 lbs/ft2 1.23 STABLE E
Unvegetated
Underlying Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 3.6 lbs/ft2 1.79 lbs/ft2 2.01 STABLE E
Substrate
P550 Reinforced Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 14 lbs/ft2 2.67 lbs/ft2 5.23 STABLE E
Vegetation
Underlying Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 3.3 lbs/ft2 1.79 lbs/ft2 1.84 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P300 Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 2.8 lbs/ft2 2.67 lbs/ft2 1.05 STABLE E
Unvegetated
Underlying Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 3.05 lbs/ft2 1.79 lbs/ft2 1.7 STABLE E
Substrate
P300 Reinforced Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 12 lbs/ft2 2.67 lbs/ft2 4.49 STABLE E
Vegetation
Underlying Straight 13.67 cfs 7.07 ft/s 0.54 ft 0.03 2.8 lbs/ft2 1.79 lbs/ft2 1.56 STABLE E
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH 16
Name DITCH 16
Discharge 7.95
Channel Slope 0.071
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax3k Straight 7.95 cfs 6.11 ft/s 0.66 ft 0.03 2.3 lbs/ft2 2.92 lbs/ft2 0.79 UNSTABLE E
Unvegetated
Underlying Straight 7.95 cfs 6.11 ft/s 0.66 ft 0.03 2.51 lbs/ft2 1.38 lbs/ft2 1.81 STABLE E
Substrate
TMax3k Straight 7.95 cfs 4.96 ft/s 0.73 ft 0.039 14 lbs/ft2 3.24 lbs/ft2 4.32 STABLE E
Reinforced
Vegetation
Underlying Straight 7.95 cfs 4.96 ft/s 0.73 ft 0.039 4.5 lbs/ft2 1.54 lbs/ft2 2.93 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax Straight 7.95 cfs 6.2 ft/s 0.65 ft 0.029 2.3 lbs/ft2 2.89 lbs/ft2 0.79 UNSTABLE E
Unvegetated
Underlying Straight 7.95 cfs 6.2 ft/s 0.65 ft 0.029 2.51 lbs/ft2 1.37 lbs/ft2 1.83 STABLE E
Substrate
TMax Reinforced Straight 7.95 cfs 4.96 ft/s 0.73 ft 0.039 16 lbs/ft2 3.24 lbs/ft2 4.94 STABLE E
Vegetation
Underlying Straight 7.95 cfs 4.96 ft/s 0.73 ft 0.039 3.26 lbs/ft2 1.54 lbs/ft2 2.12 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
W3000 Straight 7.95 cfs 5.93 ft/s 0.67 ft 0.031 2.3 lbs/ft2 2.95 lbs/ft2 0.78 UNSTABLE E
Unvegetated
Underlying Straight 7.95 cfs 5.93 ft/s 0.67 ft 0.031 2.51 lbs/ft2 1.4 lbs/ft2 1.79 STABLE E
Substrate
W3000 Straight 7.95 cfs 4.96 ft/s 0.73 ft 0.039 14 lbs/ft2 3.24 lbs/ft2 4.32 STABLE E
Reinforced
Vegetation
Underlying Straight 7.95 cfs 4.96 ft/s 0.73 ft 0.039 3.11 lbs/ft2 1.54 lbs/ft2 2.02 STABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 7.95 cfs 5.79 ft/s 0.68 ft 0.032 3 lbs/ft2 3 lbs/ft2 1 STABLE E
Unvegetated
Underlying Straight 7.95 cfs 5.79 ft/s 0.68 ft 0.032 3.27 lbs/ft2 1.42 lbs/ft2 2.3 STABLE E
Substrate
SC250 Straight 7.95 cfs 4.96 ft/s 0.73 ft 0.039 10 Ibs/ft2 3.24 Ibs/ft2 3.09 STABLE E
Reinforced
Vegetation
Underlying Straight 7.95 cfs 4.96 ft/s 0.73 ft 0.039 3 lbs/ft2 1.54 lbs/ft2 1.95 STABLE E
Substrate
C350
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
C350 Straight 7.95 cfs 5.69 ft/s 0.68 ft 0.033 3.2 lbs/ft2 3.02 lbs/ft2 1.06 STABLE E
Unvegetated
Underlying Straight 7.95 cfs 5.69 ft/s 0.68 ft 0.033 3.49 lbs/ft2 1.43 lbs/ft2 2.43 STABLE E
Substrate
C350 Reinforced Straight 7.95 cfs 4.96 ft/s 0.73 ft 0.039 12 lbs/ft2 3.24 lbs/ft2 3.7 STABLE E
Vegetation
Underlying Straight 7.95 cfs 4.96 ft/s 0.73 ft 0.039 3.57 lbs/ft2 1.54 lbs/ft2 2.32 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 7.95 cfs 6.06 ft/s 0.66 ft 0.03 3.3 lbs/ft2 2.93 lbs/ft2 1.13 STABLE E
Unvegetated
Underlying Straight 7.95 cfs 6.06 ft/s 0.66 ft 0.03 3.6 lbs/ft2 1.39 lbs/ft2 2.59 STABLE E
Substrate
P550 Reinforced Straight 7.95 cfs 4.96 ft/s 0.73 ft 0.039 14 lbs/ft2 3.24 lbs/ft2 4.32 STABLE E
Vegetation
Underlying Straight 7.95 cfs 4.96 ft/s 0.73 ft 0.039 3.3 lbs/ft2 1.54 lbs/ft2 2.15 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P300 Straight 7.95 cfs 5.71 ft/s 0.68 ft 0.033 2.8 lbs/ft2 3.02 lbs/ft2 0.93 UNSTABLE E
Unvegetated
Underlying Straight 7.95 cfs 5.71 ft/s 0.68 ft 0.033 3.05 lbs/ft2 1.43 lbs/ft2 2.13 STABLE E
Substrate
P300 Reinforced Straight 7.95 cfs 4.96 ft/s 0.73 ft 0.039 12 lbs/ft2 3.24 lbs/ft2 3.7 STABLE E
Vegetation
Underlying Straight 7.95 cfs 4.96 ft/s 0.73 ft 0.039 2.8 lbs/ft2 1.54 lbs/ft2 1.82 STABLE E
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH 17
Name DITCH 17
Discharge 15.93
Channel Slope 0.03
Channel Bottom Width 2
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax3k Straight 15.93 cfs 4.98 ft/s 0.75 ft 0.031 2.3 lbs/ft2 1.41 lbs/ft2 1.63 STABLE E
Unvegetated
Underlying Straight 15.93 cfs 4.98 ft/s 0.75 ft 0.031 2.51 lbs/ft2 0.89 lbs/ft2 2.83 STABLE E
Substrate
TMax3k Straight 15.93 cfs 3.74 ft/s 0.9 ft 0.046 14 lbs/ft2 1.69 lbs/ft2 8.27 STABLE E
Reinforced
Vegetation
Underlying Straight 15.93 cfs 3.74 ft/s 0.9 ft 0.046 6.19 lbs/ft2 1.03 lbs/ft2 5.99 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax Straight 15.93 cfs 4.8 ft/s 0.77 ft 0.033 2.3 lbs/ft2 1.44 lbs/ft2 1.6 STABLE E
Unvegetated
Underlying Straight 15.93 cfs 4.8 ft/s 0.77 ft 0.033 2.51 lbs/ft2 0.9 lbs/ft2 2.78 STABLE E
Substrate
TMax Reinforced Straight 15.93 cfs 3.74 ft/s 0.9 ft 0.046 16 lbs/ft2 1.69 lbs/ft2 9.46 STABLE E
Vegetation
Underlying Straight 15.93 cfs 3.74 ft/s 0.9 ft 0.046 4.48 lbs/ft2 1.03 lbs/ft2 4.34 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
-
W3000 Straight 15.93 cfs 4.73 ft/s 0.77 ft 0.034 2.3 lbs/ft2 1.45 lbs/ft2 1.59 STABLE E
Unvegetated
Underlying Straight 15.93 cfs 4.73 ft/s 0.77 ft 0.034 2.51 lbs/ft2 0.91 lbs/ft2 2.76 STABLE E
Substrate
W3000 Straight 15.93 cfs 3.74 ft/s 0.9 ft 0.046 14 lbs/ft2 1.69 lbs/ft2 8.27 STABLE E
Reinforced
Vegetation
Underlying Straight 15.93 cfs 3.74 ft/s 0.9 ft 0.046 4.27 lbs/ft2 1.03 lbs/ft2 4.13 STABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 15.93 cfs 4.54 ft/s 0.8 ft 0.036 3 lbs/ft2 1.49 lbs/ft2 2.01 STABLE E
Unvegetated
Underlying Straight 15.93 cfs 4.54 ft/s 0.8 ft 0.036 3.27 lbs/ft2 0.93 lbs/ft2 3.51 STABLE E
Substrate
SC250 Straight 15.93 cfs 3.74 ft/s 0.9 ft 0.046 10 lbs/ft2 1.69 lbs/ft2 5.91 STABLE E
Reinforced
Vegetation
Underlying Straight 15.93 cfs 3.74 ft/s 0.9 ft 0.046 3.2 lbs/ft2 1.03 lbs/ft2 3.1 STABLE E
Substrate
C350
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
C350 Straight 15.93 cfs 4.55 ft/s 0.8 ft 0.035 3.2 lbs/ft2 1.49 lbs/ft2 2.15 STABLE E
Unvegetated
Underlying Straight 15.93 cfs 4.55 ft/s 0.8 ft 0.035 3.49 lbs/ft2 0.93 lbs/ft2 3.75 STABLE E
Substrate
C350 Reinforced Straight 15.93 cfs 3.74 ft/s 0.9 ft 0.046 12 lbs/ft2 1.69 lbs/ft2 7.09 STABLE E
Vegetation
Underlying Straight 15.93 cfs 3.74 ft/s 0.9 ft 0.046 4.91 lbs/ft2 1.03 lbs/ft2 4.75 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 15.93 cfs 4.71 ft/s 0.78 ft 0.034 3.3 lbs/ft2 1.46 lbs/ft2 2.26 STABLE E
Unvegetated
Underlying Straight 15.93 cfs 4.71 ft/s 0.78 ft 0.034 3.6 lbs/ft2 0.91 lbs/ft2 3.94 STABLE E
Substrate
P550 Reinforced Straight 15.93 cfs 3.74 ft/s 0.9 ft 0.046 14 lbs/ft2 1.69 lbs/ft2 8.27 STABLE E
Vegetation
Underlying Straight 15.93 cfs 3.74 ft/s 0.9 ft 0.046 3.84 lbs/ft2 1.03 lbs/ft2 3.72 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P300 Straight 15.93 cfs 4.45 ft/s 0.81 ft 0.037 2.8 lbs/ft2 1.51 lbs/ft2 1.85 STABLE E
Unvegetated
Underlying Straight 15.93 cfs 4.45 ft/s 0.81 ft 0.037 3.05 lbs/ft2 0.94 lbs/ft2 3.24 STABLE E
Substrate
P300 Reinforced Straight 15.93 cfs 3.74 ft/s 0.9 ft 0.046 12 lbs/ft2 1.69 lbs/ft2 7.09 STABLE E
Vegetation
Underlying Straight 15.93 cfs 3.74 ft/s 0.9 ft 0.046 3.84 lbs/ft2 1.03 lbs/ft2 3.72 STABLE E
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH 18
Name DITCH 18
Discharge 2.48
Channel Slope 0.07
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax3k Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 2.3 lbs/ft2 1.86 lbs/ft2 1.23 STABLE E
Unvegetated
Underlying Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 2.51 lbs/ft2 0.88 lbs/ft2 2.84 STABLE E
Substrate
TMax3k Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 14 lbs/ft2 1.86 lbs/ft2 7.51 STABLE E
Reinforced
Vegetation
Underlying Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 2.6 lbs/ft2 0.88 lbs/ft2 2.95 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 2.3 lbs/ft2 1.86 lbs/ft2 1.23 STABLE E
Unvegetated
Underlying Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 2.51 lbs/ft2 0.88 lbs/ft2 2.84 STABLE E
Substrate
TMax Reinforced Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 16 lbs/ft2 1.86 lbs/ft2 8.59 STABLE E
Vegetation
Underlying Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 2.3 lbs/ft2 0.88 lbs/ft2 2.6 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
W3000 Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 2.3 lbs/ft2 1.86 lbs/ft2 1.23 STABLE E
Unvegetated
Underlying Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 2.51 lbs/ft2 0.88 lbs/ft2 2.84 STABLE E
Substrate
W3000 Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 14 lbs/ft2 1.86 lbs/ft2 7.51 STABLE E
Reinforced
Vegetation
Underlying Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 2.3 lbs/ft2 0.88 lbs/ft2 2.6 STABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 3 Ibs/ft2 1.86 lbs/ft2 1.61 STABLE E
Unvegetated
Underlying Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 3.27 lbs/ft2 0.88 lbs/ft2 3.7 STABLE E
Substrate
SC250 Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 10 lbs/ft2 1.86 lbs/ft2 5.37 STABLE E
Reinforced
Vegetation
Underlying Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 3 lbs/ft2 0.88 lbs/ft2 3.39 STABLE E
Substrate
C350
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
C350 Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 3.2 lbs/ft2 1.86 lbs/ft2 1.72 STABLE E
Unvegetated
Underlying Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 3.49 lbs/ft2 0.88 lbs/ft2 3.95 STABLE E
Substrate
C350 Reinforced Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 12 lbs/ft2 1.86 lbs/ft2 6.44 STABLE E
Vegetation
Underlying Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 3.2 lbs/ft2 0.88 lbs/ft2 3.62 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 3.3 lbs/ft2 1.86 lbs/ft2 1.77 STABLE E
Unvegetated
Underlying Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 3.6 lbs/ft2 0.88 lbs/ft2 4.07 STABLE E
Substrate
P550 Reinforced Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 14 lbs/ft2 1.86 lbs/ft2 7.51 STABLE E
Vegetation
Underlying Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 3.3 lbs/ft2 0.88 lbs/ft2 3.73 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P300 Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 2.8 lbs/ft2 1.86 lbs/ft2 1.5 STABLE E
Unvegetated
Underlying Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 3.05 lbs/ft2 0.88 lbs/ft2 3.45 STABLE E
Substrate
P300 Reinforced Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 12 lbs/ft2 1.86 lbs/ft2 6.44 STABLE E
Vegetation
Underlying Straight 2.48 cfs 4.52 ft/s 0.43 ft 0.03 2.8 lbs/ft2 0.88 lbs/ft2 3.17 STABLE E
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH 19
Name DITCH 19
Discharge 4.15
Channel Slope 0.07
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
TMax3k Straight 4.15 cfs 5.05 ft/s 0.52 ft 0.031 2.8 lbs/ft2 2.28 Ibs/ft2 1.23 STABLE E
Unvegetated
Underlying Straight 4.15 cfs 5.05 ft/s 0.52 ft 0.031 3.05 Ibs/ft2 1.08 Ibs/ft2 2.82 STABLE E
Substrate
TMax3k Straight 4.15 cfs 3.92 ft/s 0.59 ft 0.043 12 lbs/ft2 2.59 Ibs/ft2 4.63 STABLE E
Reinforced
Vegetation
Underlying Straight 4.15 cfs 3.92 ft/s 0.59 ft 0.043 3.71 lbs/ft2 1.23 Ibs/ft2 3.02 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax Straight 4.15 cfs 5.31 ft/s 0.51 ft 0.029 2.8 lbs/ft2 2.23 Ibs/ft2 1.26 STABLE E
Unvegetated
Underlying Straight 4.15 cfs 5.31 ft/s 0.51 ft 0.029 3.05 lbs/ft2 1.06 Ibs/ft2 2.88 STABLE E
Substrate
TMax Reinforced Straight 4.15 cfs 3.92 ft/s 0.59 ft 0.043 16 Ibs/ft2 2.59 Ibs/ft2 6.17 STABLE E
Vegetation
Underlying Straight 4.15 cfs 3.92 ft/s 0.59 ft 0.043 4.64 lbs/ft2 1.23 Ibs/ft2 3.77 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
W3000 Straight 4.15 cfs 4.86 ft/s 0.53 ft 0.032 2.3 lbs/ft2 2.33 Ibs/ft2 0.99 UNSTABLE E
Unvegetated
Underlying Straight 4.15 cfs 4.86 ft/s 0.53 ft 0.032 2.51 Ibs/ft2 1.11 Ibs/ft2 2.27 STABLE E
Substrate
W3000 Straight 4.15 cfs 3.92 ft/s 0.59 ft 0.043 14 lbs/ft2 2.59 Ibs/ft2 5.4 STABLE E
Reinforced
Vegetation
Underlying Straight 4.15 cfs 3.92 ft/s 0.59 ft 0.043 3.71 lbs/ft2 1.23 Ibs/ft2 3.02 STABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 4.15 cfs 4.76 ft/s 0.54 ft 0.033 3 lbs/ft2 2.35 Ibs/ft2 1.27 STABLE E
Unvegetated
Underlying Straight 4.15 cfs 4.76 ft/s 0.54 ft 0.033 3.27 lbs/ft2 1.12 lbs/ft2 2.93 STABLE E
Substrate
SC250 Straight 4.15 cfs 3.92 ft/s 0.59 ft 0.043 10 lbs/ft2 2.59 lbs/ft2 3.86 STABLE E
Reinforced
Vegetation
Underlying Straight 4.15 cfs 3.92 ft/s 0.59 ft 0.043 3 Ibs/ft2 1.23 lbs/ft2 2.44 STABLE E
Substrate
C350
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C350 Straight 4.15 cfs 4.86 ft/s 0.53 ft 0.032 3.2 lbs/ft2 2.33 lbs/ft2 1.37 STABLE E
Unvegetated
Underlying Straight 4.15 cfs 4.86 ft/s 0.53 ft 0.032 3.49 Ibs/ft2 1.11 lbs/ft2 3.15 STABLE E
Substrate
C350 Reinforced Straight 4.15 cfs 3.92 ft/s 0.59 ft 0.043 12 lbs/ft2 2.59 lbs/ft2 4.63 STABLE E
Vegetation
Underlying Straight 4.15 cfs 3.92 ft/s 0.59 ft 0.043 3.2 lbs/ft2 1.23 lbs/ft2 2.6 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 4.15 cfs 4.86 ft/s 0.53 ft 0.032 3.2 Ibs/ft2 2.33 lbs/ft2 1.37 STABLE E
Unvegetated
Underlying Straight 4.15 cfs 4.86 ft/s 0.53 ft 0.032 3.49 lbs/ft2 1.11 lbs/ft2 3.15 STABLE E
Substrate
P550 Reinforced Straight 4.15 cfs 3.92 ft/s 0.59 ft 0.043 14 lbs/ft2 2.59 lbs/ft2 5.4 STABLE E
Vegetation
Underlying Straight 4.15 cfs 3.92 ft/s 0.59 ft 0.043 3.34 lbs/ft2 1.23 lbs/ft2 2.72 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P300 Straight 4.15 cfs 5.31 ft/s 0.51 ft 0.029 2.3 lbs/ft2 2.23 lbs/ft2 1.03 STABLE E
Unvegetated
Underlying Straight 4.15 cfs 5.31 ft/s 0.51 ft 0.029 2.51 lbs/ft2 1.06 lbs/ft2 2.37 STABLE E
Substrate
P300 Reinforced Straight 4.15 cfs 3.92 ft/s 0.59 ft 0.043 10 lbs/ft2 2.59 lbs/ft2 3.86 STABLE E
Vegetation
Underlying Straight 4.15 cfs 3.92 ft/s 0.59 ft 0.043 2.3 lbs/ft2 1.23 lbs/ft2 1.87 STABLE E
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH 22
Name DITCH 22
Discharge 3.76
Channel Slope 0.115
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax3k Straight 3.76 cfs 5.97 ft/s 0.32 ft 0.03 2.3 lbs/ft2 2.3 lbs/ft2 1 UNSTABLE E
Unvegetated
Underlying Straight 3.76 cfs 5.97 ft/s 0.32 ft 0.03 2.51 lbs/ft2 1.49 lbs/ft2 1.68 STABLE E
Substrate
TMax3k Straight 3.76 cfs 4.94 ft/s 0.36 ft 0.038 14 lbs/ft2 2.61 lbs/ft2 5.37 STABLE E
Reinforced
Vegetation
Underlying Straight 3.76 cfs 4.94 ft/s 0.36 ft 0.038 4.25 lbs/ft2 1.65 lbs/ft2 2.57 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax Straight 3.76 cfs 6.11 ft/s 0.32 ft 0.029 2.3 lbs/ft2 2.26 lbs/ft2 1.02 STABLE E
Unvegetated
Underlying Straight 3.76 cfs 6.11 ft/s 0.32 ft 0.029 2.51 lbs/ft2 1.47 lbs/ft2 1.7 STABLE E
Substrate
TMax Reinforced Straight 3.76 cfs 4.94 ft/s 0.36 ft 0.038 16 lbs/ft2 2.61 lbs/ft2 6.14 STABLE E
Vegetation
Underlying Straight 3.76 cfs 4.94 ft/s 0.36 ft 0.038 3.08 lbs/ft2 1.65 lbs/ft2 1.86 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
-
W3000 Straight 3.76 cfs 5.82 ft/s 0.32 ft 0.031 2.3 lbs/ft2 2.33 lbs/ft2 0.99 UNSTABLE E
Unvegetated
Underlying Straight 3.76 cfs 5.82 ft/s 0.32 ft 0.031 2.51 lbs/ft2 1.51 lbs/ft2 1.66 STABLE E
Substrate
W3000 Straight 3.76 cfs 4.94 ft/s 0.36 ft 0.038 14 lbs/ft2 2.61 lbs/ft2 5.37 STABLE E
Reinforced
Vegetation
Underlying Straight 3.76 cfs 4.94 ft/s 0.36 ft 0.038 2.93 lbs/ft2 1.65 lbs/ft2 1.77 STABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 3.76 cfs 5.7 ft/s 0.33 ft 0.032 3 lbs/ft2 2.37 lbs/ft2 1.26 STABLE E
Unvegetated
Underlying Straight 3.76 cfs 5.7 ft/s 0.33 ft 0.032 3.27 lbs/ft2 1.53 lbs/ft2 2.14 STABLE E
Substrate
SC250 Straight 3.76 cfs 4.94 ft/s 0.36 ft 0.038 10 lbs/ft2 2.61 lbs/ft2 3.83 STABLE E
Reinforced
Vegetation
Underlying Straight 3.76 cfs 4.94 ft/s 0.36 ft 0.038 3 lbs/ft2 1.65 lbs/ft2 1.82 STABLE E
Substrate
C350
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
C350 Straight 3.76 cfs 5.59 ft/s 0.33 ft 0.032 3.2 lbs/ft2 2.4 lbs/ft2 1.33 STABLE E
Unvegetated
Underlying Straight 3.76 cfs 5.59 ft/s 0.33 ft 0.032 3.49 lbs/ft2 1.54 lbs/ft2 2.26 STABLE E
Substrate
C350 Reinforced Straight 3.76 cfs 4.94 ft/s 0.36 ft 0.038 12 lbs/ft2 2.61 lbs/ft2 4.6 STABLE E
Vegetation
Underlying Straight 3.76 cfs 4.94 ft/s 0.36 ft 0.038 3.37 lbs/ft2 1.65 lbs/ft2 2.04 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 3.76 cfs 5.97 ft/s 0.32 ft 0.03 3.3 lbs/ft2 2.3 lbs/ft2 1.43 STABLE E
Unvegetated
Underlying Straight 3.76 cfs 5.97 ft/s 0.32 ft 0.03 3.6 lbs/ft2 1.49 lbs/ft2 2.41 STABLE E
Substrate
P550 Reinforced Straight 3.76 cfs 4.94 ft/s 0.36 ft 0.038 14 lbs/ft2 2.61 lbs/ft2 5.37 STABLE E
Vegetation
Underlying Straight 3.76 cfs 4.94 ft/s 0.36 ft 0.038 3.3 lbs/ft2 1.65 lbs/ft2 2 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P300 Straight 3.76 cfs 5.64 ft/s 0.33 ft 0.032 2.8 lbs/ft2 2.39 lbs/ft2 1.17 STABLE E
Unvegetated
Underlying Straight 3.76 cfs 5.64 ft/s 0.33 ft 0.032 3.05 lbs/ft2 1.54 lbs/ft2 1.98 STABLE E
Substrate
P300 Reinforced Straight 3.76 cfs 4.94 ft/s 0.36 ft 0.038 12 lbs/ft2 2.61 lbs/ft2 4.6 STABLE E
Vegetation
Underlying Straight 3.76 cfs 4.94 ft/s 0.36 ft 0.038 2.8 lbs/ft2 1.65 Ibs/ft2 1.69 STABLE E
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH 23
Name DITCH 23
Discharge 6.92
Channel Slope 0.07
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
TMax3k Straight 6.92 cfs 5.81 ft/s 0.63 ft 0.03 2.8 lbs/ft2 2.75 Ibs/ft2 1.02 STABLE E
Unvegetated
Underlying Straight 6.92 cfs 5.81 ft/s 0.63 ft 0.03 3.05 Ibs/ft2 1.3 Ibs/ft2 2.34 STABLE E
Substrate
TMax3k Straight 6.92 cfs 4.68 ft/s 0.7 ft 0.04 12 lbs/ft2 3.07 lbs/ft2 3.91 STABLE E
Reinforced
Vegetation
Underlying Straight 6.92 cfs 4.68 ft/s 0.7 ft 0.04 3.25 lbs/ft2 1.45 Ibs/ft2 2.23 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax Straight 6.92 cfs 6.14 ft/s 0.61 ft 0.028 2.8 lbs/ft2 2.68 Ibs/ft2 1.05 STABLE E
Unvegetated
Underlying Straight 6.92 cfs 6.14 ft/s 0.61 ft 0.028 3.05 lbs/ft2 1.27 Ibs/ft2 2.4 STABLE E
Substrate
TMax Reinforced Straight 6.92 cfs 4.68 ft/s 0.7 ft 0.04 16 Ibs/ft2 3.07 Ibs/ft2 5.22 STABLE E
Vegetation
Underlying Straight 6.92 cfs 4.68 ft/s 0.7 ft 0.04 4.06 lbs/ft2 1.45 Ibs/ft2 2.79 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
W3000 Straight 6.92 cfs 5.65 ft/s 0.64 ft 0.031 2.3 lbs/ft2 2.79 Ibs/ft2 0.83 UNSTABLE E
Unvegetated
Underlying Straight 6.92 cfs 5.65 ft/s 0.64 ft 0.031 2.51 lbs/ft2 1.32 Ibs/ft2 1.9 STABLE E
Substrate
W3000 Straight 6.92 cfs 4.68 ft/s 0.7 ft 0.04 14 lbs/ft2 3.07 lbs/ft2 4.57 STABLE E
Reinforced
Vegetation
Underlying Straight 6.92 cfs 4.68 ft/s 0.7 ft 0.04 3.25 lbs/ft2 1.45 Ibs/ft2 2.23 STABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 6.92 cfs 5.55 ft/s 0.64 ft 0.032 3 lbs/ft2 2.81 Ibs/ft2 1.07 STABLE E
Unvegetated
Underlying Straight 6.92 cfs 5.55 ft/s 0.64 ft 0.032 3.27 Ibs/ft2 1.33 lbs/ft2 2.45 STABLE E
Substrate
SC250 Straight 6.92 cfs 4.68 ft/s 0.7 ft 0.04 10 Ibs/ft2 3.07 Ibs/ft2 3.26 STABLE E
Reinforced
Vegetation
Underlying Straight 6.92 cfs 4.68 ft/s 0.7 ft 0.04 3 lbs/ft2 1.45 lbs/ft2 2.06 STABLE E
Substrate
C350
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C350 Straight 6.92 cfs 5.65 ft/s 0.64 ft 0.031 3.2 lbs/ft2 2.79 lbs/ft2 1.15 STABLE E
Unvegetated
Underlying Straight 6.92 cfs 5.65 ft/s 0.64 ft 0.031 3.49 lbs/ft2 1.32 lbs/ft2 2.64 STABLE E
Substrate
C350 Reinforced Straight 6.92 cfs 4.68 ft/s 0.7 ft 0.04 12 lbs/ft2 3.07 lbs/ft2 3.91 STABLE E
Vegetation
Underlying Straight 6.92 cfs 4.68 ft/s 0.7 ft 0.04 3.2 lbs/ft2 1.45 lbs/ft2 2.2 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 6.92 cfs 5.65 ft/s 0.64 ft 0.031 3.2 lbs/ft2 2.79 lbs/ft2 1.15 STABLE E
Unvegetated
Underlying Straight 6.92 cfs 5.65 ft/s 0.64 ft 0.031 3.49 lbs/ft2 1.32 lbs/ft2 2.64 STABLE E
Substrate
P550 Reinforced Straight 6.92 cfs 4.68 ft/s 0.7 ft 0.04 14 lbs/ft2 3.07 lbs/ft2 4.57 STABLE E
Vegetation
Underlying Straight 6.92 cfs 4.68 ft/s 0.7 ft 0.04 3.2 lbs/ft2 1.45 lbs/ft2 2.2 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P300 Straight 6.92 cfs 6.14 ft/s 0.61 ft 0.028 2.3 lbs/ft2 2.68 lbs/ft2 0.86 UNSTABLE E
Unvegetated
Underlying Straight 6.92 cfs 6.14 ft/s 0.61 ft 0.028 2.51 lbs/ft2 1.27 lbs/ft2 1.97 STABLE E
Substrate
P300 Reinforced Straight 6.92 cfs 4.68 ft/s 0.7 ft 0.04 10 lbs/ft2 3.07 lbs/ft2 3.26 STABLE E
Vegetation
Underlying Straight 6.92 cfs 4.68 ft/s 0.7 ft 0.04 2.3 lbs/ft2 1.45 lbs/ft2 1.58 STABLE E
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH 26
Name DITCH 26
Discharge 5.04
Channel Slope 0.095
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax3k Straight 5.04 cfs 6.01 ft/s 0.39 ft 0.03 2.3 lbs/ft2 2.3 lbs/ft2 1 UNSTABLE E
Unvegetated
Underlying Straight 5.04 cfs 6.01 ft/s 0.39 ft 0.03 2.51 lbs/ft2 1.44 lbs/ft2 1.74 STABLE E
Substrate
TMax3k Straight 5.04 cfs 4.93 ft/s 0.44 ft 0.039 14 lbs/ft2 2.61 lbs/ft2 5.36 STABLE E
Reinforced
Vegetation
Underlying Straight 5.04 cfs 4.93 ft/s 0.44 ft 0.039 4.36 lbs/ft2 1.6 lbs/ft2 2.72 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax Straight 5.04 cfs 6.11 ft/s 0.38 ft 0.029 2.3 lbs/ft2 2.27 lbs/ft2 1.01 STABLE E
Unvegetated
Underlying Straight 5.04 cfs 6.11 ft/s 0.38 ft 0.029 2.51 lbs/ft2 1.42 lbs/ft2 1.76 STABLE E
Substrate
TMax Reinforced Straight 5.04 cfs 4.93 ft/s 0.44 ft 0.039 16 lbs/ft2 2.61 lbs/ft2 6.13 STABLE E
Vegetation
Underlying Straight 5.04 cfs 4.93 ft/s 0.44 ft 0.039 3.16 lbs/ft2 1.6 lbs/ft2 1.97 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
W3000 Straight 5.04 cfs 5.85 ft/s 0.39 ft 0.031 2.3 lbs/ft2 2.34 lbs/ft2 0.98 UNSTABLE E
Unvegetated
Underlying Straight 5.04 cfs 5.85 ft/s 0.39 ft 0.031 2.51 lbs/ft2 1.46 lbs/ft2 1.72 STABLE E
Substrate
W3000 Straight 5.04 cfs 4.93 ft/s 0.44 ft 0.039 14 lbs/ft2 2.61 lbs/ft2 5.36 STABLE E
Reinforced
Vegetation
Underlying Straight 5.04 cfs 4.93 ft/s 0.44 ft 0.039 3.01 lbs/ft2 1.6 lbs/ft2 1.88 STABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC250 Straight 5.04 cfs 5.71 ft/s 0.4 ft 0.032 3 lbs/ft2 2.37 lbs/ft2 1.26 STABLE E
Unvegetated
Underlying Straight 5.04 cfs 5.71 ft/s 0.4 ft 0.032 3.27 lbs/ft2 1.48 lbs/ft2 2.21 STABLE E
Substrate
SC250 Straight 5.04 cfs 4.93 ft/s 0.44 ft 0.039 10 lbs/ft2 2.61 lbs/ft2 3.83 STABLE E
Reinforced
Vegetation
Underlying Straight 5.04 cfs 4.93 ft/s 0.44 ft 0.039 3 lbs/ft2 1.6 lbs/ft2 1.87 STABLE E
Substrate
C350
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
C350 Straight 5.04 cfs 5.61 ft/s 0.41 ft 0.033 3.2 lbs/ft2 2.4 lbs/ft2 1.33 STABLE E
Unvegetated
Underlying Straight 5.04 cfs 5.61 ft/s 0.41 ft 0.033 3.49 lbs/ft2 1.49 lbs/ft2 2.33 STABLE E
Substrate
C350 Reinforced Straight 5.04 cfs 4.93 ft/s 0.44 ft 0.039 12 lbs/ft2 2.61 lbs/ft2 4.6 STABLE E
Vegetation
Underlying Straight 5.04 cfs 4.93 ft/s 0.44 ft 0.039 3.46 lbs/ft2 1.6 lbs/ft2 2.16 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 5.04 cfs 5.97 ft/s 0.39 ft 0.03 3.3 lbs/ft2 2.3 lbs/ft2 1.43 STABLE E
Unvegetated
Underlying Straight 5.04 cfs 5.97 ft/s 0.39 ft 0.03 3.6 lbs/ft2 1.44 lbs/ft2 2.5 STABLE E
Substrate
P550 Reinforced Straight 5.04 cfs 4.93 ft/s 0.44 ft 0.039 14 lbs/ft2 2.61 lbs/ft2 5.36 STABLE E
Vegetation
Underlying Straight 5.04 cfs 4.93 ft/s 0.44 ft 0.039 3.3 lbs/ft2 1.6 lbs/ft2 2.06 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P300 Straight 5.04 cfs 5.64 ft/s 0.4 ft 0.032 2.8 lbs/ft2 2.39 lbs/ft2 1.17 STABLE E
Unvegetated
Underlying Straight 5.04 cfs 5.64 ft/s 0.4 ft 0.032 3.05 lbs/ft2 1.49 lbs/ft2 2.05 STABLE E
Substrate
P300 Reinforced Straight 5.04 cfs 4.93 ft/s 0.44 ft 0.039 12 lbs/ft2 2.61 Ibs/ft2 4.6 STABLE E
Vegetation
Underlying Straight 5.04 cfs 4.93 ft/s 0.44 ft 0.039 2.8 lbs/ft2 1.6 lbs/ft2 1.75 STABLE E
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH 27
Name DITCH 27
Discharge 2.52
Channel Slope 0.08
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax3k Straight 2.52 cfs 4.66 ft/s 0.42 ft 0.031 2.3 lbs/ft2 2.12 lbs/ft2 1.09 STABLE E
Unvegetated
Underlying Straight 2.52 cfs 4.66 ft/s 0.42 ft 0.031 2.51 lbs/ft2 1 lbs/ft2 2.5 STABLE E
Substrate
TMax3k Straight 2.52 cfs 3.56 ft/s 0.49 ft 0.044 14 lbs/ft2 2.42 lbs/ft2 5.78 STABLE E
Reinforced
Vegetation
Underlying Straight 2.52 cfs 3.56 ft/s 0.49 ft 0.044 5.68 lbs/ft2 1.15 lbs/ft2 4.94 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax Straight 2.52 cfs 4.56 ft/s 0.43 ft 0.032 2.3 lbs/ft2 2.14 lbs/ft2 1.07 STABLE E
Unvegetated
Underlying Straight 2.52 cfs 4.56 ft/s 0.43 ft 0.032 2.51 lbs/ft2 1.02 lbs/ft2 2.47 STABLE E
Substrate
TMax Reinforced Straight 2.52 cfs 3.56 ft/s 0.49 ft 0.044 16 lbs/ft2 2.42 lbs/ft2 6.6 STABLE E
Vegetation
Underlying Straight 2.52 cfs 3.56 ft/s 0.49 ft 0.044 4.11 lbs/ft2 1.15 lbs/ft2 3.58 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
W3000 Straight 2.52 cfs 4.46 ft/s 0.43 ft 0.033 2.3 lbs/ft2 2.17 lbs/ft2 1.06 STABLE E
Unvegetated
Underlying Straight 2.52 cfs 4.46 ft/s 0.43 ft 0.033 2.51 lbs/ft2 1.03 lbs/ft2 2.44 STABLE E
Substrate
W3000 Straight 2.52 cfs 3.56 ft/s 0.49 ft 0.044 14 lbs/ft2 2.42 lbs/ft2 5.78 STABLE E
Reinforced
Vegetation
Underlying Straight 2.52 cfs 3.56 ft/s 0.49 ft 0.044 3.92 lbs/ft2 1.15 lbs/ft2 3.41 STABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 2.52 cfs 4.29 ft/s 0.44 ft 0.035 3 lbs/ft2 2.21 lbs/ft2 1.36 STABLE E
Unvegetated
Underlying Straight 2.52 cfs 4.29 ft/s 0.44 ft 0.035 3.27 lbs/ft2 1.05 lbs/ft2 3.12 STABLE E
Substrate
SC250 Straight 2.52 cfs 3.56 ft/s 0.49 ft 0.044 10 lbs/ft2 2.42 lbs/ft2 4.13 STABLE E
Reinforced
Vegetation
Underlying Straight 2.52 cfs 3.56 ft/s 0.49 ft 0.044 3 lbs/ft2 1.15 lbs/ft2 2.61 STABLE E
Substrate
C350
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
C350 Straight 2.52 cfs 4.27 ft/s 0.44 ft 0.035 3.2 lbs/ft2 2.21 lbs/ft2 1.45 STABLE E
Unvegetated
Underlying Straight 2.52 cfs 4.27 ft/s 0.44 ft 0.035 3.49 lbs/ft2 1.05 lbs/ft2 3.33 STABLE E
Substrate
C350 Reinforced Straight 2.52 cfs 3.56 ft/s 0.49 ft 0.044 12 lbs/ft2 2.42 lbs/ft2 4.95 STABLE E
Vegetation
Underlying Straight 2.52 cfs 3.56 ft/s 0.49 ft 0.044 4.51 lbs/ft2 1.15 lbs/ft2 3.92 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 2.52 cfs 4.47 ft/s 0.43 ft 0.033 3.3 lbs/ft2 2.16 lbs/ft2 1.53 STABLE E
Unvegetated
Underlying Straight 2.52 cfs 4.47 ft/s 0.43 ft 0.033 3.6 lbs/ft2 1.03 lbs/ft2 3.5 STABLE E
Substrate
P550 Reinforced Straight 2.52 cfs 3.56 ft/s 0.49 ft 0.044 14 lbs/ft2 2.42 lbs/ft2 5.78 STABLE E
Vegetation
Underlying Straight 2.52 cfs 3.56 ft/s 0.49 ft 0.044 3.53 lbs/ft2 1.15 lbs/ft2 3.07 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P300 Straight 2.52 cfs 4.21 ft/s 0.45 ft 0.035 2.8 lbs/ft2 2.23 lbs/ft2 1.26 STABLE E
Unvegetated
Underlying Straight 2.52 cfs 4.21 ft/s 0.45 ft 0.035 3.05 lbs/ft2 1.06 lbs/ft2 2.89 STABLE E
Substrate
P300 Reinforced Straight 2.52 cfs 3.56 ft/s 0.49 ft 0.044 12 lbs/ft2 2.42 lbs/ft2 4.95 STABLE E
Vegetation
Underlying Straight 2.52 cfs 3.56 ft/s 0.49 ft 0.044 3.53 lbs/ft2 1.15 lbs/ft2 3.07 STABLE E
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH CW1
Name DITCH CW1
Discharge 9.87
Channel Slope 0.148
Channel Bottom Width 3
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax3k Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 2.3 lbs/ft2 2.99 lbs/ft2 0.77 UNSTABLE E
Unvegetated
Underlying Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 2.51 lbs/ft2 2.35 lbs/ft2 1.06 STABLE E
Substrate
TMax3k Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 14 lbs/ft2 2.99 lbs/ft2 4.68 STABLE E
Reinforced
Vegetation
Underlying Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 2.6 lbs/ft2 2.35 lbs/ft2 1.11 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 2.3 lbs/ft2 2.99 lbs/ft2 0.77 UNSTABLE E
Unvegetated
Underlying Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 2.51 lbs/ft2 2.35 lbs/ft2 1.06 STABLE E
Substrate
TMax Reinforced Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 16 lbs/ft2 2.99 lbs/ft2 5.34 STABLE E
Vegetation
Underlying Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 2.3 lbs/ft2 2.35 lbs/ft2 0.98 UNSTABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
W3000 Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 2.3 lbs/ft2 2.99 lbs/ft2 0.77 UNSTABLE E
Unvegetated
Underlying Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 2.51 lbs/ft2 2.35 lbs/ft2 1.06 STABLE E
Substrate
W3000 Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 14 lbs/ft2 2.99 lbs/ft2 4.68 STABLE E
Reinforced
Vegetation
Underlying Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 2.3 lbs/ft2 2.35 lbs/ft2 0.98 UNSTABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 3 lbs/ft2 2.99 lbs/ft2 1 STABLE E
Unvegetated
Underlying Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 3.27 lbs/ft2 2.35 lbs/ft2 1.39 STABLE E
Substrate
SC250 Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 10 lbs/ft2 2.99 lbs/ft2 3.34 STABLE E
Reinforced
Vegetation
Underlying Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 3 lbs/ft2 2.35 lbs/ft2 1.27 STABLE E
Substrate
C350
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
C350 Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 3.2 lbs/ft2 2.99 lbs/ft2 1.07 STABLE E
Unvegetated
Underlying Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 3.49 lbs/ft2 2.35 lbs/ft2 1.48 STABLE E
Substrate
C350 Reinforced Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 12 lbs/ft2 2.99 lbs/ft2 4.01 STABLE E
Vegetation
Underlying Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 3.2 lbs/ft2 2.35 lbs/ft2 1.36 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 3.3 lbs/ft2 2.99 lbs/ft2 1.1 STABLE E
Unvegetated
Underlying Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 3.6 lbs/ft2 2.35 lbs/ft2 1.53 STABLE E
Substrate
P550 Reinforced Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 14 lbs/ft2 2.99 lbs/ft2 4.68 STABLE E
Vegetation
Underlying Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 3.3 lbs/ft2 2.35 lbs/ft2 1.4 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P300 Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 2.8 lbs/ft2 2.99 lbs/ft2 0.94 UNSTABLE E
Unvegetated
Underlying Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 3.05 lbs/ft2 2.35 lbs/ft2 1.3 STABLE E
Substrate
P300 Reinforced Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 12 lbs/ft2 2.99 lbs/ft2 4.01 STABLE E
Vegetation
Underlying Straight 9.87 cfs 7.66 ft/s 0.32 ft 0.03 2.8 lbs/ft2 2.35 lbs/ft2 1.19 STABLE E
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH 0-4(OFFSITE)
Name DITCH 0-4(OFFSITE)
Discharge 16.23
Channel Slope 0.035
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax3k Straight 16.23 cfs 5.44 ft/s 0.84 ft 0.031 2.3 lbs/ft2 1.84 lbs/ft2 1.25 STABLE E
Unvegetated
Underlying Straight 16.23 cfs 5.44 ft/s 0.84 ft 0.031 2.51 lbs/ft2 1.03 lbs/ft2 2.44 STABLE E
Substrate
TMax3k Straight 16.23 cfs 4.18 ft/s 0.98 ft 0.044 14 lbs/ft2 2.15 lbs/ft2 6.53 STABLE E
Reinforced
Vegetation
Underlying Straight 16.23 cfs 4.18 ft/s 0.98 ft 0.044 12.5 lbs/ft2 1.17 lbs/ft2 10.65 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax Straight 16.23 cfs 5.34 ft/s 0.85 ft 0.032 2.3 lbs/ft2 1.86 lbs/ft2 1.23 STABLE E
Unvegetated
Underlying Straight 16.23 cfs 5.34 ft/s 0.85 ft 0.032 2.51 lbs/ft2 1.04 lbs/ft2 2.42 STABLE E
Substrate
TMax Reinforced Straight 16.23 cfs 4.18 ft/s 0.98 ft 0.044 16 lbs/ft2 2.15 lbs/ft2 7.46 STABLE E
Vegetation
Underlying Straight 16.23 cfs 4.18 ft/s 0.98 ft 0.044 9.05 lbs/ft2 1.17 lbs/ft2 7.71 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
-
W3000 Straight 16.23 cfs 5.21 ft/s 0.86 ft 0.033 2.3 lbs/ft2 1.89 lbs/ft2 1.22 STABLE E
Unvegetated
Underlying Straight 16.23 cfs 5.21 ft/s 0.86 ft 0.033 2.51 lbs/ft2 1.05 lbs/ft2 2.39 STABLE E
Substrate
W3000 Straight 16.23 cfs 4.18 ft/s 0.98 ft 0.044 14 lbs/ft2 2.15 lbs/ft2 6.53 STABLE E
Reinforced
Vegetation
Underlying Straight 16.23 cfs 4.18 ft/s 0.98 ft 0.044 8.62 lbs/ft2 1.17 lbs/ft2 7.35 STABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 16.23 cfs 5.02 ft/s 0.88 ft 0.034 3 lbs/ft2 1.93 lbs/ft2 1.55 STABLE E
Unvegetated
Underlying Straight 16.23 cfs 5.02 ft/s 0.88 ft 0.034 3.27 lbs/ft2 1.07 lbs/ft2 3.06 STABLE E
Substrate
SC250 Straight 16.23 cfs 4.18 ft/s 0.98 ft 0.044 10 lbs/ft2 2.15 lbs/ft2 4.66 STABLE E
Reinforced
Vegetation
Underlying Straight 16.23 cfs 4.18 ft/s 0.98 ft 0.044 6.47 lbs/ft2 1.17 lbs/ft2 5.51 STABLE E
Substrate
C350
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
C350 Straight 16.23 cfs 5 ft/s 0.89 ft 0.035 3.2 lbs/ft2 1.93 lbs/ft2 1.65 STABLE E
Unvegetated
Underlying Straight 16.23 cfs 5 ft/s 0.89 ft 0.035 3.49 lbs/ft2 1.07 lbs/ft2 3.25 STABLE E
Substrate
C350 Reinforced Straight 16.23 cfs 4.18 ft/s 0.98 ft 0.044 12 lbs/ft2 2.15 lbs/ft2 5.59 STABLE E
Vegetation
Underlying Straight 16.23 cfs 4.18 ft/s 0.98 ft 0.044 9.92 lbs/ft2 1.17 lbs/ft2 8.45 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach 7Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 16.23 cfs 5.23 ft/s 0.86 ft 0.033 3.3 lbs/ft2 1.89 lbs/ft2 1.75 STABLE E
Unvegetated
Underlying Straight 16.23 cfs 5.23 ft/s 0.86 ft 0.033 3.6 lbs/ft2 1.05 lbs/ft2 3.43 STABLE E
Substrate
P550 Reinforced Straight 16.23 cfs 4.18 ft/s 0.98 ft 0.044 14 lbs/ft2 2.15 lbs/ft2 6.53 STABLE E
Vegetation
Underlying Straight 16.23 cfs 4.18 ft/s 0.98 ft 0.044 7.76 lbs/ft2 1.17 lbs/ft2 6.61 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P300 Straight 16.23 cfs 4.93 ft/s 0.89 ft 0.035 2.8 lbs/ft2 1.95 lbs/ft2 1.44 STABLE E
Unvegetated
Underlying Straight 16.23 cfs 4.93 ft/s 0.89 ft 0.035 3.05 lbs/ft2 1.08 lbs/ft2 2.83 STABLE E
Substrate
P300 Reinforced Straight 16.23 cfs 4.18 ft/s 0.98 ft 0.044 12 lbs/ft2 2.15 lbs/ft2 5.59 STABLE E
Vegetation
Underlying Straight 16.23 cfs 4.18 ft/s 0.98 ft 0.044 7.76 lbs/ft2 1.17 lbs/ft2 6.61 STABLE E
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH O-5B(OFFSITE)
Name DITCH O-5B(OFFSITE)
Discharge 13.44
Channel Slope 0.025
Channel Bottom Width 3
Left Side Slope 2
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax3k Straight 13.44 cfs 4.39 ft/s 0.66 ft 0.032 2.3 lbs/ft2 1.03 lbs/ft2 2.24 STABLE E
Unvegetated
Underlying Straight 13.44 cfs 4.39 ft/s 0.66 ft 0.032 2.51 lbs/ft2 0.73 lbs/ft2 3.44 STABLE E
Substrate
TMax3k Straight 13.44 cfs 3.22 ft/s 0.82 ft 0.049 14 lbs/ft2 1.28 lbs/ft2 10.9 STABLE E
Reinforced
Vegetation
Underlying Straight 13.44 cfs 3.22 ft/s 0.82 ft 0.049 14 lbs/ft2 0.87 lbs/ft2 16.04 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax Straight 13.44 cfs 4.16 ft/s 0.68 ft 0.035 2.3 lbs/ft2 1.07 lbs/ft2 2.15 STABLE E
Unvegetated
Underlying Straight 13.44 cfs 4.16 ft/s 0.68 ft 0.035 2.51 lbs/ft2 0.75 lbs/ft2 3.33 STABLE E
Substrate
TMax Reinforced Straight 13.44 cfs 3.22 ft/s 0.82 ft 0.049 16 lbs/ft2 1.28 lbs/ft2 12.46 STABLE E
Vegetation
Underlying Straight 13.44 cfs 3.22 ft/s 0.82 ft 0.049 11.48 lbs/ft2 0.87 lbs/ft2 13.15 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
-
W3000 Straight 13.44 cfs 4.15 ft/s 0.69 ft 0.035 2.3 lbs/ft2 1.07 lbs/ft2 2.15 STABLE E
Unvegetated
Underlying Straight 13.44 cfs 4.15 ft/s 0.69 ft 0.035 2.51 lbs/ft2 0.75 lbs/ft2 3.33 STABLE E
Substrate
W3000 Straight 13.44 cfs 3.22 ft/s 0.82 ft 0.049 14 lbs/ft2 1.28 lbs/ft2 10.9 STABLE E
Reinforced
Vegetation
Underlying Straight 13.44 cfs 3.22 ft/s 0.82 ft 0.049 10.93 lbs/ft2 0.87 lbs/ft2 12.52 STABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC250 Straight 13.44 cfs 3.95 ft/s 0.71 ft 0.037 3 lbs/ft2 1.11 lbs/ft2 2.71 STABLE E
Unvegetated
Underlying Straight 13.44 cfs 3.95 ft/s 0.71 ft 0.037 3.27 lbs/ft2 0.77 lbs/ft2 4.22 STABLE E
Substrate
SC250 Straight 13.44 cfs 3.22 ft/s 0.82 ft 0.049 10 lbs/ft2 1.28 lbs/ft2 7.78 STABLE E
Reinforced
Vegetation
Underlying Straight 13.44 cfs 3.22 ft/s 0.82 ft 0.049 8.2 lbs/ft2 0.87 lbs/ft2 9.39 STABLE E
Substrate
C350
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
C350 Straight 13.44 cfs 4 ft/s 0.7 ft 0.037 3.2 lbs/ft2 1.1 lbs/ft2 2.91 STABLE E
Unvegetated
Underlying Straight 13.44 cfs 4 ft/s 0.7 ft 0.037 3.49 lbs/ft2 0.77 lbs/ft2 4.53 STABLE E
Substrate
C350 Reinforced Straight 13.44 cfs 3.22 ft/s 0.82 ft 0.049 12 lbs/ft2 1.28 lbs/ft2 9.34 STABLE E
Vegetation
Underlying Straight 13.44 cfs 3.22 ft/s 0.82 ft 0.049 12 lbs/ft2 0.87 lbs/ft2 13.75 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 13.44 cfs 4.09 ft/s 0.69 ft 0.036 3.3 lbs/ft2 1.08 lbs/ft2 3.05 STABLE E
Unvegetated
Underlying Straight 13.44 cfs 4.09 ft/s 0.69 ft 0.036 3.6 lbs/ft2 0.76 lbs/ft2 4.74 STABLE E
Substrate
P550 Reinforced Straight 13.44 cfs 3.22 ft/s 0.82 ft 0.049 14 lbs/ft2 1.28 lbs/ft2 10.9 STABLE E
Vegetation
Underlying Straight 13.44 cfs 3.22 ft/s 0.82 ft 0.049 9.84 lbs/ft2 0.87 lbs/ft2 11.27 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P300 Straight 13.44 cfs 3.87 ft/s 0.72 ft 0.038 2.8 lbs/ft2 1.13 lbs/ft2 2.48 STABLE E
Unvegetated
Underlying Straight 13.44 cfs 3.87 ft/s 0.72 ft 0.038 3.05 lbs/ft2 0.79 lbs/ft2 3.89 STABLE E
Substrate
P300 Reinforced Straight 13.44 cfs 3.22 ft/s 0.82 ft 0.049 12 lbs/ft2 1.28 lbs/ft2 9.34 STABLE E
Vegetation
Underlying Straight 13.44 cfs 3.22 ft/s 0.82 ft 0.049 9.84 lbs/ft2 0.87 lbs/ft2 11.27 STABLE E
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH 0-6(OFFSITE)
Name DITCH 0-6(OFFSITE)
Discharge 3.05
Channel Slope 0.06
Channel Bottom Width 0
Left Side Slope 2
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax3k Straight 3.05 cfs 4.5 ft/s 0.52 ft 0.031 2.3 lbs/ft2 1.95 lbs/ft2 1.18 STABLE E
Unvegetated
Underlying Straight 3.05 cfs 4.5 ft/s 0.52 ft 0.031 2.51 lbs/ft2 0.9 lbs/ft2 2.77 STABLE E
Substrate
TMax3k Straight 3.05 cfs 3.37 ft/s 0.6 ft 0.046 14 lbs/ft2 2.25 lbs/ft2 6.21 STABLE E
Reinforced
Vegetation
Underlying Straight 3.05 cfs 3.37 ft/s 0.6 ft 0.046 13.74 lbs/ft2 1.04 lbs/ft2 13.17 STABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax Straight 3.05 cfs 4.35 ft/s 0.53 ft 0.033 2.3 lbs/ft2 1.98 lbs/ft2 1.16 STABLE E
Unvegetated
Underlying Straight 3.05 cfs 4.35 ft/s 0.53 ft 0.033 2.51 lbs/ft2 0.92 lbs/ft2 2.73 STABLE E
Substrate
TMax Reinforced Straight 3.05 cfs 3.37 ft/s 0.6 ft 0.046 16 lbs/ft2 2.25 lbs/ft2 7.1 STABLE E
Vegetation
Underlying Straight 3.05 cfs 3.37 ft/s 0.6 ft 0.046 9.95 lbs/ft2 1.04 lbs/ft2 9.54 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
-
W3000 Straight 3.05 cfs 4.28 ft/s 0.53 ft 0.033 2.3 lbs/ft2 2 lbs/ft2 1.15 STABLE E
Unvegetated
Underlying Straight 3.05 cfs 4.28 ft/s 0.53 ft 0.033 2.51 lbs/ft2 0.93 lbs/ft2 2.71 STABLE E
Substrate
W3000 Straight 3.05 cfs 3.37 ft/s 0.6 ft 0.046 14 lbs/ft2 2.25 lbs/ft2 6.21 STABLE E
Reinforced
Vegetation
Underlying Straight 3.05 cfs 3.37 ft/s 0.6 ft 0.046 9.48 lbs/ft2 1.04 lbs/ft2 9.08 STABLE E
Substrate
SC250

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC250 Straight 3.05 cfs 4.1 ft/s 0.55 ft 0.035 3 lbs/ft2 2.04 lbs/ft2 1.47 STABLE E
Unvegetated
Underlying Straight 3.05 cfs 4.1 ft/s 0.55 ft 0.035 3.27 lbs/ft2 0.95 lbs/ft2 3.46 STABLE E
Substrate
SC250 Straight 3.05 cfs 3.37 ft/s 0.6 ft 0.046 10 lbs/ft2 2.25 lbs/ft2 4.44 STABLE E
Reinforced
Vegetation
Underlying Straight 3.05 cfs 3.37 ft/s 0.6 ft 0.046 7.11 lbs/ft2 1.04 lbs/ft2 6.81 STABLE E
Substrate
C350
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
C350 Straight 3.05 cfs 4.11 ft/s 0.54 ft 0.035 3.2 lbs/ft2 2.04 lbs/ft2 1.57 STABLE E
Unvegetated
Underlying Straight 3.05 cfs 4.11 ft/s 0.54 ft 0.035 3.49 lbs/ft2 0.94 lbs/ft2 3.69 STABLE E
Substrate
C350 Reinforced Straight 3.05 cfs 3.37 ft/s 0.6 ft 0.046 12 lbs/ft2 2.25 lbs/ft2 5.33 STABLE E
Vegetation
Underlying Straight 3.05 cfs 3.37 ft/s 0.6 ft 0.046 10.9 lbs/ft2 1.04 lbs/ft2 10.45 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 3.05 cfs 4.26 ft/s 0.53 ft 0.034 3.3 lbs/ft2 2 lbs/ft2 1.65 STABLE E
Unvegetated
Underlying Straight 3.05 cfs 4.26 ft/s 0.53 ft 0.034 3.6 lbs/ft2 0.93 lbs/ft2 3.88 STABLE E
Substrate
P550 Reinforced Straight 3.05 cfs 3.37 ft/s 0.6 ft 0.046 14 lbs/ft2 2.25 lbs/ft2 6.21 STABLE E
Vegetation
Underlying Straight 3.05 cfs 3.37 ft/s 0.6 ft 0.046 8.53 lbs/ft2 1.04 lbs/ft2 8.18 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P300 Straight 3.05 cfs 4.02 ft/s 0.55 ft 0.036 2.8 lbs/ft2 2.06 lbs/ft2 1.36 STABLE E
Unvegetated
Underlying Straight 3.05 cfs 4.02 ft/s 0.55 ft 0.036 3.05 lbs/ft2 0.95 lbs/ft2 3.2 STABLE E
Substrate
P300 Reinforced Straight 3.05 cfs 3.37 ft/s 0.6 ft 0.046 12 lbs/ft2 2.25 lbs/ft2 5.33 STABLE E
Vegetation
Underlying Straight 3.05 cfs 3.37 ft/s 0.6 ft 0.046 8.53 lbs/ft2 1.04 lbs/ft2 8.18 STABLE E
Substrate